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Jan lilian From: Gregg A. Zimmerman Sent: To: Wednesday, February 08,201711:17 AM Jan lilian Subject: Merlino Cedar Short Plat Question Hi, Jan. As you know, I've signed the mylars for the subject short plat. I do have one question I hope you can answer. The plat drawing shows a storm water easement running down the slope where discharge pipes from the short plat's detention vault in the cui de sac and a second drainage pipe discharge runoff water to an existing swale that enters WSDOT property. Do you know whether WSDOT has permitted or otherwise authorized discharge from the short plat into WSDOT's drainage facility? Thanks. Gregg Gregg A. Zimmerman, P.E. City of Renton Public Works Department Administrator lOSS South Grady Way, 5th Floor Renton, WA 98057 Phone: (425) 430-7311 Fax: (425) 430-7241 E-mail: gzimmerman@rentonwa.gov ¢ii, rI1/~;!~\~~'f\.1"i .r~) ~ ------"."".,,~~~1.11~\1 tJ ,,\~ 1 ----------------------------------------------'--------- r------- When recorded. please return to: Merlino Land Development Co .• Inc. Attn: Ariane Justus 5050 1st Avenue South, Suite 102 Seattle, Washington 98134 FIDELITY NRTIO QeD PRGE-001 OF 005 02/28/2014 14:28 KING COUNTY. ~R 76'~N 1 4 2016 Document Title: Quitclaim Deed E2655621 02/28/2014 14:27 KING COUNTY. ~ TRX Sl8 .072 .00 SALE $1.015.000.00 Reference numbers of related documents: N/A Grantor: 1405 LLC, a Washington limited liability company DEVELOPMENT SERVICES PRGE-001 OF 001 Grantee: Merlino Land Development Co., Inc., a Washington corporation Legal Description (abbreviated): PIn. GoV!. Lt. I, Sect. 20, Twp. 23N, Rng. 5EWM; PIn. H. H. Tobin DLC No. 37, recorded in King County, Washington; additional legal description on Exhibit I, attached Assessor's Parcel Nos.: 202305-9085 and 000720-0194 QUITCLAIM DEED THE GRANTOR, 1405 LLC, a Washington limited liability company, ("I 405 LLC") for Ten Dollars and other valuable consideration, in hand paid, conveys and quit claims to Merlino Land Development Co., Inc., a Washington corporation, ("MLDC") the real estate legally situated in the County of King, State of Washington described on Exhibit 1 attached hereto and made a part hereof, including all of I 405 LLC's right. title, and interest in and to any and all rights, licenses, privileges, reversions, and easements appurtenant to the Property, and together with any and all improvements that are a part of or attached to the land, and together with after- acquired title. In addition, I 405 LLC hereby specifically conveys and assigns to MLDC, all of I 405 LLC's rights relating to the portions of the above-described property burdened by the "Perpetual Ingress-Egress Easement" and "Terminable Ingress· Egress Easement"--easements reserved by the State of Washington under those titles 203 '-'7"71 L.. F: d"LT,,\ i'''-_j';,.. A.:c..lS QUITCLAIM DEED--Page I "'-/76 C;\Uscrsl.kim.azure'\AppData\Local\Microsoft\Windows\Tcmpotaty lntcmc:t Fih:s\Contcnt.Outlook\IGQ6BWFQ\Quitc::laim Deed (2-27- 2014).doc in that certain Quitclaim Deed dated July 25, 2011 from the State of Washington to 1- 405 CORRIDOR DESIGN BUILDERS ("COB"), a joint venture between CH2M HILL CONSTRUCTORS, INC., a Delaware corporation, and GARY MERLINO CONSTRUCTION CO., INC., a Washington corporation, and recorded under King County Recording No. 20110802000538-including without limitation those rights of COB specifically set forth in that quitclaim deed concerning those two easements. DATED this 28th day of February 2014. Grantor: 1405 LLC, a Washington limited liability company ~~~.J)~=--' c:J STATE OF WASHINGTON ) ) 55. COUNTY OF KING ) I certify that I know or have satisfactory evidence that GARY M. MERLINO is the person who appeared before me and acknowledged that he signed the instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as a Manager of I 405 LLC, a Washington limited liability company, to be the free and voluntary act of such limited liability company for the uses and purposes mentioned in the instrument. Dated this :l.~ day of February 2014. NANCYE. DYE STATE OF WASHINGTON NOTARY PUBLIC MY COMMISSION EXPIRES 02-25-15 QUITCLAIM DEED--Page 2 ~L~L- (signature of notary public) ..N a.#1"'{ e:-P'1 t/ (print or type name of notary public) NOTARY PUBLIC in and for the State of Washington, residing at ~ WA- My Commission expires: O.:l -). S -, 5 C;\Usen\kim.&lW'e\AppData\l..oQf\Microsoft\Windows\Tcmporary lntemel Files\Content.Outlook\I0Q6RWFQ\Quitclaim Deed (2·27- 2014).do< STATE OF WASHINGTON ) ) ss. COUNTY OF KING ) I certify that I know or have satisfactory evidence that DONALD J. MERLINO is the person who appeared before me and acknowledged that he signed the instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as a Manager off 405 LLC, a Washington limited liability company, to be the free and voluntary act of such limited liability company for the uses and purposes mentioned in the instrument. Dated this J,.t'fJ day of February 2014. ~r.~ QUITCLAIM DEED--Page 3 C:IUsmlkim.azurclAppDala\LocaJ\MicrosofllWindow>ITcmporary Inltmd FilcslContmlOutlookl I GQ6BWFQlQuiu:loim Deed (2-27- 2014).doc -- --------------------------------- EXHIBITl LEGAL DESCRIPTION That portion of the below-described PARCEL" A" described as follows: Beginning at a point opposite Highway Engineer's Station (hereinafter referred to as HES) 369+ 17± on the SR 405 . line survey of SR 405, SR 515 Vic. to S. 6th St. Vic. and 512.01 feet easterly therefrom, said point being on the easterly boundary of said PARCEL "A"; Thence westerly to a point opposite HES 368+50.32 on said line survey and 221.15 feet easterly therefrom; Thence northerly to a point opposite HES 369+13.54 on said line survey and 220.06 feet easterly therefrom; Thence northerly along a curve to the left having a radius of 2103.46 feet and an arc distance of 563.97 feet to a point opposite HES 374+37.72 on said line survey and 202.34 feet easterly therefrom and the northerly line of said Section 20; Thence easterly along said northerly line,to a point opposite HES 374+54.58 and 445.03 feet easterly therefrom, said point being on the westerly line of Cedar Avenue South; Thence southerly along said westerly line to the Point of Beginning. PARCEL "A" That portion of the Henry H. Tobin Donation Land Claim No. 37, in Section 20, Township 23 North, Range 5 East, W.M., in King County, Washington, lying southerly and westerly of the plat of Highland Addition to the Town of Renton and the west line thereof extended south, according to the plat thereof recorded in Volume 17 of Plats, on page 32, in King County, Washington; AND that portion of the northwest quarter of the northwest quarter (Government Lot I) of Section 20, Township 23 North, Range 5 East, W.M., in King County, Washington, lying northerly ofPuget Sound Power and Light Company's transmission right-of-way and east of Primary State Highway No. I (SR 405), described as follows: Beginning at the intersection of the north line of said Section 20, with the west line of said plat, which point is North 89°59'27" West 1,386.85 feet from the north quarter comer of said section; Thence South 01"29'35" West along the west line of said plat and said line produced southerly 973.04 feet to the northerly line of Fuget Sound Power and Light Company's transmission right-of-way; Thence North 67°03'41" West 471.66 feet to the easterly line of Primary State Highway No. I; Page 1 of2 .' Thence northerly along said highway to the north line of said section; Thence South 89°59'27" East along said north line 316.54 feet to the Point of Beginning. The specific details concerning all of the above legal descriptions are to be found on sheets 6 and 7 of that certain plan entitled SR 405, SR 515 Vic. to S. 6th SI. Vic., now of record and on file in the office of the Washington Secretary of Transportation at Olympia, Washington and bearing a date of approval of May 24, 2007. Situate in the City of Renton, County of King, State of Washington. Page 2 of2 ,-------------- LIMITED ACCESS IN TIlE MATTER, by Primary' 5~H to Jet. PSH No.2 in Renton, . \'\ KNOW ALL MEN BY TII!OF. PR't.~F.I~T~:;·.· 'I'I,.t.,.tl1o '(\r""t,,~. PUOET SOUND POWER & LIGnT COMPANY, a .. ' .; ..... , .. "" .... '\ " -' . , '. . eorporatton, for and in a6~eld",;.at1;'~ot::.:thB, BUm otTJlN and'NO/100 ($10.00) dollars, and ',' , , "';'., ot.her valuable consideration-e', ~fn"eb.Y'. aonn7B' ~ilnd 'warrants' to the State of Wa!lhington, the " "'" ,": following doacribed rool •• tate 'Situated 'in-King County, ,in the state' of H.shlngton: . t,;,,' ;:>: ,_, . ".' . . A strip of land Np feet in width, ,being 1110 feet wide on the east side end 100 feet Wide on the wast aida or the center line· of· Prl .... r;y State Highway No.1, Jet. SSH No.5-M to Jet. PSH No.2 1n Renton, as surveyed ov~r ard. ·acrosB the' following described Percel "All, EXCRPT that fr~ H1ehw~ Engineer's' Sta~ion ~i$+OO norther~ to Highway EnRineerls Station 229+24.4 said strip shall be 3):) feet'b.-width' being lSO teet wide on the east side and 150 feet wide on the W~Bt side of sold centar line, AND EXCEPT that from HighwRf EnginrHlrl f; Station 229+24.4 northarly to the north ltne of s!lid Parcol "A" said strip shall bo ~J) feet in width baing 1):) teet wide on th" eaat 6ide and 100 r.et wide on the west s!de "r said center line r· PARCEL "An, That portion of Government Lot"l in· Section 20, Township 23 nort.h, Range ,. Bact, W.M., described ·aa followss Beginning at a point on the ea!':·t line of the J. F. Benson County Road which is south 25Q~4IJL" east 9)4.11 feet· from the northwest comer of· said Governl1J9nt Lot .1; thp.nce south 0° )8 1 west . 224.41 reet; thence soo th 8s055' w.st 98.35 feet to the easterly line ot said road; thence northerly' along said road 247.70 feet to thp. po-:"nt of beginning; ALSO, That portion of said Government Lot 1 described as follows: Ee;;if;nin~ at a point 10.31 chains eaet and 21 chains north of the southwest comer of said Goverrunent Lot 1; thenoe north 21. chains; thence west 4 chains; th(!nce south 2i chains; thence east 4 chains to the point of beginningj ALSO, That part of said Government Lot 1 described ae follows: Be~innir.g at t.he no!,thwest corner of said Government Lot 1; thence south oOLBI ea:::t IJ27.ho feet; thprtS nOl'th 88° east 416.46 fect; ther,cc north 002.?1 west. JJ) fe-et to the true point of beginning; thence north 88° east 26h fcp.t; thence north 0°28 1 west 165 feet; thmce south 88° west 264 feet; th-:nct" south 0°28' east 165 feet to the true point of beginning; ALSO J That pa;t't of said Government Lot 1 described as follows: Be: ~inn5.q; nt the northwest corner I")f said Government lot 1; thence south ~s04h'3LII east 9J'~.11 feet to the easterly line of the J. F. eenson County aona; thence sou.th 0°38' weet 224.41 feet to the true point of l-:egirming; tlwncr: SO'Jth 0°38 1 west 145.20 feet; thence south 813°55' west 157.24 feet to th(~ easterly 11ne of said road; thence northerly along said road 1~~).5'4 fef.':t; tteree north 86°55' esst 96.35 feet to the true point of beginning; ALSO, That portion of said Gov~rnment Lot 1 described as follous: Ee;innlng at a point 10.)1 chains east and 7~ chains north of the oouthwest cornel' of saiti Government Lot 1; thence WPost 4 chains! thenc.e north 2~ chai os;· . thence east 4 chains} thence south 21 chains .to the point of bc~inninr~j EXCF,PT County Itoad) ALSO, the e8$t 528· feet of said Government Lot 1. ALSO, that portion of said Oovernment Lot. 1 described fIB f'o11omJ: Be{.~i n- "tng at th2 northwest corner of said Government Lot 1; thenCE"! east LuS feet; thence eouth 260 teetl thence north 89·45' east 232.06 feet; tlu:llc' south ),00 feet, thence weet 680.46 feetl thence north 660 feet to the point of beginningJ EXCEPT County Road; situllted in the City of Rent<'n; ALSO, Lots 1 and 2 in Block 7 of Renton, as per pl<lt rC'c:ol'dp.d in Vol!,:!"X' 1 of Pints on pege 1)5. rt'lcorda of soid County; AND AL..~, ell that portion of the followi.nG desol'ibad Paroel liB" lying wU.hin n fltrip of land l.~ feet in width betng 7'.5 (eet wide (10 each "idp. of tho center ltne of said PrlJ1Ulry State Highway No.1: ., .' , .. , t , , . PARCEL "B"' Lot 1. EXCFJIT that portion 111n8 south ot a line drawn from the louthwost corner thl'··eot· to a point on the east line or said Lot 69.2 teet nort~ ot the 80utheast corner thereof. end that portion of Lot ) •. Block ). Town of Rent~n. and of Tract 44. Plat Bo. 1,· Renton Cooperative Coal Company's Acre Tract •• lylns north ot a line descrlbedn. tollovs' Beginning at a pOint on the vest Une at said Lot ). 2;.~ teet north of the southwest corner thereot. thence north 89ij09' east 80.96 feetl thence south 86045' east 47.91 teetl thence north 35 033' east 37.90 teet to a point on the east line of seld,Tract 44 which Ie 40 fe~t eaet end ?7 teet north of the southeast corner of eald Block 31 situate ~n the City of Renton In 8ald CoUnty. ALSO. Tbat port1on of the H. H. Tobin Donation Claim. lying eouth of the south line ot the Chicago. Milwaukee, st. Paul end Pacltlc Railroad Compeny right of way, east of the line ot the plat of the Town of Renton, 8S per plat recorded in Volume 1 of Plats, pogo 135, and north of Plat No.1, Renton Cooperative Coal COmPaD7'S Acre rracte, 88 per plat recorded In Volume 9 of Plats, page 20, records of King County, EXCEPT that p~rtlon conveyad to Richard K. Clarke by deed dated June 30, 1931, 'fUed July 22, 1931, under Auditor's FUe No. 2662322, and recorded In Volume 1498 of Deeds, page 6)4, records of said County. Subject to that certain Road Eaeement granted by Pu8et Sound Power & Light Comp.n)' to Gladding, McBean & Company under date of August 20, 1934 and to that certain Road Easement granted by Pu8et Sound Power & Light Company to John \I. Tusa and John 11. Myers under date of January 31, 1950. The lands being conveyed bereln contain an area of 8.4 acres, more or 1e.s, the specific details concerning all of which are to be found within th~t certain map of definite location nov of record and on file·ln the oftlce of the Director of HighwaYS at Olympia, and bearing date of approval September 10, 1957, revised October 8, 1957, and the center line of which is also shown of record In Book 1 of HighwaY Plats, pages 74 and 75, recor~s of said County. ALSO, the Grantors herein convey and warrant to the State of Washington all rights of ingress and egress (Including all existing, future or potential easements of Bccess, light, view and air) to, from and between Primary State Highway No.1. Jct. SSH No. SoM to Jct. PSH NO.2 In Renton, and the remainder of s9.1d Parcels "A" and "B". It Is expressly Intended that these covenants, burdens and restrictions shall run with the land and shall forever bind the Grantors, their heirs, successors or assigns. . It is understood that the right of way hereby conveyed to the Grantee 1s now crossed by electriC transmission and/or distribution lines of the Grantor at or near HighwaY Engineer's Station Z56foo, and by a major transmission line corridor extending from Highway Engineer's Station 22o,tOO to Station 232foo, upon which several transmission and/or dlstrlt~tion lines have been constructed and others are proposed to be con- structed In the tuture for use by Grantor In Its electric public utility business. If the Grantor. Its successors Or assigns, shall at any time be denied. franchise or right to malntBin and operate said existing or future transmission and/or distri- bution lines across said highway, and If the Grantor on account thereof Is compelled to remove any thereof from said hlghwaY, or denied the right to construct such future lines across said highwaY within said corridor, then, in thnt event, the Grantee by the acceptance of this conveyance agrees to Indemnity the Grantor, Its succeesors or assigns, in the amount which shall be reasonably expended by Grantor In re- locating any such lines that It may be required to remove from said highway. ".'" :,!" ;.: ' ~", \ STATE OF WASHINGTON) • County of King ) '~~f~.~. beroby tend.rod and tho State or ~r.L~l~, tor, tho State of ·,l'.: PUGET, SOUND POWI!R & LIGHT COMPANY .... ''P..... .n J:£........ .I!T' C!--' ~ On this I{. ?,jiday ·Of!(P~/.t; I'IJI( before me personaily appeared C. PAT~ICK .)OHNSC'N and RALPH M. DAVIS, to me known to bd the Vice President and Secretary of ti"e corporn ... tion that executed the foregoing 1nl3t~ntJ and' acknowledged said instrurrent to be the free and voluntary act am deed of said corporation, for the uses and purposes therein ment:.oned. and on oath stated that they are authorized to execute said instr:ment and that the seal affixed ,1s the corporate seal of said corporation._ Given undor Il\Y hand and official s801 the d83 and year l:'lst above wri ~ten. --";<1 "N'" -c-'l 0 ! a ..... f' j IItc' , J&i ~I 0 " r-. VOL~O' Ii!: S!: '" I ..... 0 I PAQf ... ·~~ . ., ~ N E-i .... "' ... -.......... Q::\' 1 I ~ .~ .. RI!Quf;-'~ '. en .,~:. ,c, tDf 1;; •. -l .; ~ . .. () tJl ra I9':iB ,jUt a ' ~~ "':I , '* ..;j1 " AM II ! -e. "'l S ::: , J! ~~. p::i a.'. ,. I Roe-n " .' ! r ~ el' co I <TA'I! . '" c ~i ;t '~~lf:"TOI/ " t\. I ~ , . ., 't~ i .. ~\\~\\ ~ c §I ~ \. '. . ... DEP~rL ~ '" .. i:' III ,..,1 .-, " .. M C l ,--------------------------------------------------.1 '1· " ,:~;>.' .-~ .. ! :\~-,)i , "'" 10 • ~1- mED rOR RECORD AT R[QII,S! Dr TRANSAMERiCA TlTL!'. INSURANCE COMPANY 10635 N. E. 9th STIlE!.l' AGREEMENT flFll . ',:'1:< 1.P" ~H1\'!.~T ,,~ 1 Common Easement "for' Ingress, Egress and Utilities Come now l'RANSAM~RICA l'ITLE INSURANCE COMPANY. A California corporation, as Trustee, which acquire~ ·title as TRJ\NSAMERICA TITLE INSURANCE COMPANY OF WASHINGTON. a. corporation .wlth full power of 6ale and conveyance, as to Parcel Aj TRANSAMERICA TI'fLE INSURANCE, A CalIfornia corpor'ation, B5 to Parcel B (nTI'ansamerica"), and GENE O. FARRELL and NANCY LEE FARRELL (IIParrell ") 'and enter in~o this Ea~ement Agree"ment as follows: 1. Farrell hereby grants and conveys an easement to Transamerica for the purposes of a common easement for ingress, egress and utilittes over the land descr1bed on Exhibit riA" attached. 2. Transame~ica hereby grants and conveys' an easement to Farrell for the purposes. of a common easement for Ingt:'ess, egress and utilities over the land described on Exhibit "Btl attach~d. 3. These easements are hereby joined as a common easement for the use of both parties, their successors and assIgns. ~. F&rrell has constructed a driveway on port tons of the common easement and agrees to reasonably maintain said easement 1n substantially its pres'ent configuratJon and condition to permit passage of vehicles and pedestrians. 5. Either party may construct additional driveway impro'!'~ment~; on the common easement. 6. r·'arrell· agrees to hold 'Tl'ansamerica harmless from any arid all claims or liabilities arising out of the use of the easement by any persons. Da ted this ,_ ., day of T",'ltlRcUllel'j en !lL'!-of-_.:_l-,-,-. .c .. ~, ~_~'--,,("-,,-,.c··::..· J.'''.~. '--'-:- -' . ,--\ .... ., "", ~"',;~~ "'" • • ,.... o er-a (V) N o 0' ,.... ---------------------., / EXIIIlH'!' "I\." An C~lSE'mcnt over that, purtion of vucatcd 7tll 'Street an'd a portion of the Il. fI: TobiLl Donati.on 1,C:U10 Cl<1im NUl'lbcr 31 described as .follows: Beginning at the SE COl-nm-of Lot 15, Plat: No. I of Henton Co-operat ive Coal Coinpany 1 s Acre Tracts as n~corded in Volume 9, pag_c 29, Book of Plats, I-ecords of King County, ~.yashlngton; thence S 00 0 09'00" I~' on the Em,t line of s<'l.id Lot 15 produced a distancE' of 20.00 feet to tile true .point of b(:!()jtlning; thence continuing S 0'0°09'00" E, 1,0.00 feet: thence S 88 22'00" ~ .... par.:\llel with the South line of said Lot 15, a distance of 135.00 feet; thence N 00°09'00" W a distance of 10.00 feet; thence N 88°22'00" E, a distance of 135.00 feet to the true point of beginlling . Situateu in s~" .1/4 of 17-2J-5 and N~" 1/'1 of Section 20-23-5 . .." " '. " ." ".,. ~,!!_~~zJ"~;!~ _ .,;:.. ~._,,;:;,.:.. .... ~~.'-_,--i\ "'.' _.:.:~'._ :z:..:'.' _~,;.:.:."_ t-o <J' g N 10 0 .' , r:r-~ r-~ • 'Z3 • 11 .':. "f"" . ':'~ EXHIBIT "B" An f.!i1581llEml: over" that POl.-tl.on of vucute::d 7th Str.eet (lnd ':1 portion of the II. H. Tobin Donation" Land Claim Number 37 described· as f.o110\'I5: Beginning ut the Sf:; corner of Lot 15, Plat "NO.1 of "Renton Co-operative Coal Company I s AeTe Tr-<lcts as recorded in Volume 9, 'page 29, Rook"of Plats, r~cord5 of King County, :'1ashingtcni thence S 00°09'00" E on the East line of said Lot ]S prorlu~~ed i1 di.stance ot 30.00 feet to the tt'ue !,Joint of bcqinnillg; thence continuing S 00°09'00" E, 45,00 feet; thence s SSo22'OO""N parallel with the South line of said Lot J5, :1 Ji~ta'lce of 145.00 feet; tl1cncc N 00°09'00" W a distance of 45.00 feet; thence N 8aon 1 00" E, a distance of 145.00 feet, to the true point of beginning. situated in SW 1/4 of 17-23-5 and ~w 1/4 Section 20-23-5 . ----------------------------------------------- " 10 • '.:'" STATE OF' WASHINGTON') ') s., couiny OF KING ) On this,"l.7 day of October, 1979) before me personally appeared GENE o.F'ARRELL and' NANCY LEE FARRELL, to me known' to be the individuals described in and who executed the within and foregoing' instrument, and acknowledged to me that they signed the saine as the:lr free and voluriltary act and dced~ for the uses arid purposes 'therein mentioned. G1 ven under my hand and official seal the day and year 1n this certil'lcate i'lrst above writteJl. Notary Publlb 1'fl and ,for ..the ~,ta~~ of ~.'ashineton resjd:lng at '72 JI_j __ f~_ STA'rE OF WASHING'PON COUNTY OF' KTNG 58. ". , ( I:; S.fA (-/L / L·l'j·I.J/. , o this:;? day of C}tober, 1979, before me personally appeared~~~'~ .,' ~ -(_'-'._ ....... , ... A... , t.o me ~nown to be the (\.r,) \" --,J '.' ( of TRANSAMERICA Tr'rLE INSPRANCE COMPANY, the corporat1.on that executed the wlthiI) and foregoing instrument, and acknowledged the said instrument to be the free 8nd va] umtary 'act and deed of srdd corporat.ion, for. the uses and purpo:;es ther(;;'in mentioned J and on oath stated tha~. __ ~wa:s authortzed to p.xecute the said instrument and that the ·seal attached Is ,the corporate seal of said corporation. Given under my hand and official seal the day and year in, this certlficate f.tI'St.-above -written. .\ I ' / , I )" ., ; • .' I ..' .' Ji ( --, '. L 1;1,;" " 'I ell l >I~ Notary Publ1.,cjin and !or'g\>~ sZ.at ;; of Washintz:ton, residing at .-'2 .,,-~ "" 8:'11129.!!OI 47'89 N.W!., N.W!., SEC. 20, T 23 N. R 5 E., WM. ·r:;~·····"··"·· , , . t, \.. "/;0"4'-'11-" I 0"'4 ,,.:- KING COUNTY, WASHINGTON .--"'" " . ' .' e I~:~~,,!_-----:i-'~.-... 5«;_UV.l~,·!> •. N!§~(X)7-tt'*.-5r. "m".~' "'~'~;~·~~:~·,:1··~' ">i...,,, l"·F" .1, i ,. Ii -r ' ..... " .. " / };I :r:!~'~':~>" .' f '~ '" --·-!~·--__ 5,,~ '~"'''(R) ~. eli n1.u., ""'>' ~. : . ~;;'" ~'. ", "'.. • Ii I 1i.2 .. --, '" I" . • I 1,\ ••• ,,, ';:;; .... ,,', "1"'.' .' , .j ~ M~;o.A~: :i:>i:.'AT-_or '-'-'1' ( ~ ' ... ,~ ~ 0 II t i ... ·. .'", ;;;m ~:;) ~ I" (' ,," , .,...... .," .:" 1"1 .",,~,._, .~ . '~" t" ", .'~,;, '"" "~.,,, -1" ''7.... -'i··c , I" "7 <cc. ',c' , > HIOI~L.ANO A{)9./tiON .,," -;:- "4f)',, 1~·"._;:_ . ~-'I i ~'''''''''''_''''''_''''''''<''''''''''''''''_'''''' ...... , ... , ........ , .... _ ... ,,, .................... .. ....... ,._ ... " .. ,-, ... ", ........ 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" ' .J 2 .~'ll",,,,,,,~ I'''.,~ _..... , • ' ':"~:~~);J, ~L .....1 .. , .. ' /; ' /!?::-.,.---I ~_.~ I "" .. Iw: '.' U .. ' .. , '"'' -, '"""," """ "-'-C[J. / &/----. r..~;,;:""'. .' -" '°'2' LEGENO: • . :< :5<:1 _t CL>p ~)$fbt:; ,/:,..., "b<>tf.olltn> 100_ '<ll!ou;o~ &»d ,,/~r /<./.«>d ""-'9 . __ tWp ft><,,,,,,y':'·JrQ,.,FI«-",~ 1'ix"",To>c"'",~ ~"a,"" i <5""",," l'i>vrn:l 'I<>~ Rl9nt·Qf·""'IJ MOtw"",nt -. . &; Aa~ociate.y, Inc. I/ortofl-[)l'1tnfS • Inuu 0 ~ ""nc. "''''''''' ~ SURVEYOR'S CERTIFICATE Conlullm; Enq _ a F-l'"'' _m~"" "'"'."~ -;;"'.~,-....L.:!fp. ~""" .,,~-.::'~ --'- ''''' ~" <,,,.,U, ,", ....... '."" nod. " ~ • ... , ... , .. , ".,'"" .... '''''''_.'' ~"" , ... " •• , .. ~" .• " ". ~"'" ... "" •• '<1 ., ," " .... , •• k""'~ l: 1-<>Io-I<.e,., ''Lz~~~/-;z ~~~._;~?~: -~ .':~"""-.,, -",!~-.-"- RECORD SURVEY to, TRANSAMERICA DEVELOPMENT COMPANY . RECbAOEA"S CERTlF·I·C·A"7E··c·s",fJi.z90o / ~~::-:::':~;i~:;:~:~;!~"i:.si··:· """~'O" Of .[CO""' ~ u.~c"e~·. 'UUI HANBE1l__ J~E£KS_.~ __ ~." •• " ."""" ... ;i·., .''''''. :' ~. cd " AFTER RECORDING RETURN TO: ATTN: REAL ESTATE SERVICES DEPARTMENT OF TRANSPORTATION P,O. BOX 47338 OL YMPIA, W A 98504-7338 Document Title: Quitclaim Deed Reference Number of Related Document: N/A Grantor(s): State of Washington Grantee(s): 1-405 Corridor Design Builders E2503540 08/02/2011 09:37 KING COUNTY. UA S l~EX $10.00 "-$0.00 PAGE-001 OF 001 Legal Description: Ptn NW Y. ofNW Y. Sec 20, Twp 23 N, Rng 5 East, W,M. King County Additional Legal Description is on Pages I, 2 and 3 of document Assessor's Tax Parcel Numbers: 2023059085 and 0007200194 QUITCLAIM DEED SR 405, SR 515 Vic. to S, 6th St. Vic. The STATE OF WASHINGTON acting by and through its DEPARTMENT OF TRANSPORTATION, Grantor, for and in consideration of the terms and conditions of the AGREEMENT TO EXCHANGE SURPLUS PROPERTY FOR CONSTRUCTION OF IMPROVEMENTS dated April 6, 2009, hereby conveys and quitclaims unto 1-405 CORRIDOR DESIGN BUILDERS, a joint venture between CH2M HILL CONSTRUCTORS, INC. a Delaware corporation, and GARY MERLINO CONSTRUCTION CO. INC, a Washington corporation, Grantee, all its right, title, and interest in and to the following described real property (the "Premises") situated in King County, State of Washington: RES 411 That portion of the below-described PARCEL "A" described as follows: Beginning at a point opposite Highway Engineer's Station (hereinafter referred to as HES) 369+ 17± on the SR 405 line survey of SR 405, SR 515 Vic. to S. 6th St. Vic. and 512,01 feet easterly therefrom, said point being on the easterly boundary of said PARCEL "A"; thence westerly to a point opposite HES 368+50.32 on said line survey and 221.15 feet easterly therefrom; thence northerly to a point opposite HES 369+ 13,54 on said line survey and 220.06 fect easterly therefrom; thence northerly along a curve to Page I of 6 Pages IC# 1-17-08170 Revised 6/15/20 II fI the left having a radius of 2103.46 feet and an arc distance of 563.97 feet to a point opposite HES 374+37.72 on said line survey and 202.34 feet easterly therefrom and the northerly line of said Section 20; thence easterly along said northerly line to a point opposite HES 374+54.58 and 445.03 feet easterly therefrom, said point being on the westerly line of Cedar Avenue South; thence southerly along said westerly line to the Point of Beginning. PARCEL "A" That portion of the Henry H. Tobin Donation Land Claim No. 37, Township 23 North, Range 5 East, W.M. lying southerly and westerly of the plat of Highland Addition to the Town of Renton, according to the plat thereof recorded in Volume 17 of Plats, page 32, in King County, Washington; AND that portion of the northwest quarter of the northwest quarter (Government Lot I) of Section 20, Township 23 North, Range 5 East, W.M., in King County, Washington, lying northerly of Puget Sound Power and Light Company's transmission right-of-way and east of Primary State Highway No. I, described as follows: Beginning at the intersection of the north line of said Section 20, with the west line of said plat, which point is North 89°59'27" West 1,386.85 feet from the north quarter comer of said section; thence South 01"29'35" West along the west line of said plat and said line produced southerly 973.04 feet to the northerly line of Puget Sound Power and Light Company's transmission right-of-way; thence North 67°03'41" West 471.66 feet to the easterly line of Primary State Highway No.1; thence northerly along said highway to the north line of said section; thence South 89°59'27" East along said north line 316.54 feet to the Point of Beginning. EXCEPTING therefrom all rights of ingress and egress (including future or potential easements of access, light, view, and air) to, from, and between SR 405 and the land described herein. RESERVING unto the Grantor, its successors and assigns a perpetual, non-exclusive easement for ingress and egress over, under, and across the southerly 20 feet of said Premises for the maintenance of the Grantor's abutting Stream Mitigation Area (Stream Mitigation Area) as shown on sheet 6 of that certain plan entitled SR 405, SR 515 Vic. to S. 6th SI. Vic. (the "Perpetual Ingress-Egress Easement"), which Stream Mitigation Area is described as follows: RES411 That portion of the above-described PARCEL" A" lying within a tract of land beginning at a point opposite Highway Engineer's Station (hereinatler referred to as HES) 369+ 17± on the SR 405 line survey of SR 405, SR 515 Vic. to S. 6th Vic. and 512.0 I feet easterly therefrom, said point being on the easterly boundary of said PARCEL "A"; thence westerly to a point opposite HES 368+50.32 on said line survey and 221.15 feet easterly therefrom; thence northerly to a point opposite HES 368+68.84 on said line survey and 220.59 feet easterly therefrom; thence Page 2 of 6 Pages IC# 1-17-08170 Revised 6115/20 II easterly to a point opposite HES 369+32.46 on said line survey and 507.64 feet eastedy therefrom, said point being on the westerly line of Cedar Avenue South; thence southerly along said westerly line to the Point of Beginning. AND RESERVING unto the Grantor, its successors and assigns a terminable, non- exclusive easement for ingress and egress over, under, and across the following described portion of said Premises for the maintenance of the above-described Stream Mitigation Area (the "Terminable Ingress-Egress Easement"): That portion of the above described PARCEL "A" lying within a tract of land beginning at a point opposite Highway Engineer's Station (hereinafter referred to as HES) 369+80.34 on the SR 405 line survey of SR 405, SR 515 Vic. to S. 6th St. Vic. and 495.18 feet easterly therefrom, said point also being on the easterly line of said PARCEL "A"; thence southwesterly to a point opposite HES 369+ 11.23 on said line survey and 403.37 feet easterly therefrom; thence easterly to a point opposite HES 369+16.21 on said line survey and 427.00 feet easterly therefrom; thence northeasterly to a point opposite HES 369+69.44 on said line survey and 497.88 feet easterly therefrom and the easterly line of said PARCEL "A"; thence northerly along said easterly line to the Point of Beginning. At any time hereatter, Grantee or Grantee's heirs, successors, personal representatives or assigns may cause to be constructed without the need for further approval from Grantor an access road within the Perpetual Ingress-Egress Easement to provide physical access from Cedar Avenue to the above-described Stream Mitigation Area provided that it meets the following four design criteria (the "Access Road Design Criteria"): (I) Maximum roadway surface grade: 35%; (2) Roadway surfacing material: (a) minimum 3-inch depth of compacted crushed rock or (b) paved surfacing at Grantee's option; (3) Minimum width of roadway surface: 12 feet; and (4) A rock-lined ditch (and/or a storm drain pipe) to be provided along the roadway edge. Thirty (30) days prior to commencing work, Grantee or Grantee's heirs, successors, personal representatives or assigns shall notify Grantor of their upcoming work, including an estimated schedule for the work. Grantor shall have the ability to inspect the work during the construction period. Entry upon the Premises shall be conducted with reasonable notice to the Grantee and during the hours of 8:00 a.m. to 5:00 p.m. Upon completion of such an access road, Grantee or Grantee's heirs, successors, personal representatives, or assigns or an attorney or other agent therefor (any of such persons being RES411 Page 3 of 6 Pages IC# 1-17-08170 Revised 6115/20 II " hereinafter referred to as "Grantee's Notitier") shall give written notice thereof to Grantor at Grantor's Olympia, Washington Headquarters office, which notice (the "Access Road Completion Notice") shall (a) state that the access roadway on the Perpetual Ingress-Egress Easement has been completed and (b) request an inspection of the work to meet Grantor's design criteria. When an inspection by Grantor deems the work to be reasonably satisfactory, Grantor shall record a written relinquishment of the Terminable Ingress-Egress Easement within 90 days. AND ALSO RESERVING unto the Grantor, its successor and assigns an easement for the placement and maintenance of soil nails and ingress and egress over, under, and across the following described property: That portion of the above-described PARCEL "A" lying within a tract of land beginning at a point opposite Highway Engineer's Station (hereinafter referred to as HES) 368+50.32 on the SR 405 line survey of SR 405, SR 515 Vic. to S. 6th St. Vic. and 221.15 feet easterly therefrom; thence easterly to a point opposite HES 368+70.34 on said line survey and 300.57 feet easterly therefrom; thence northerly to a point opposite HES 369+ 14.07 on said line survey and 300.06 feet easterly therefrom; thence northerly along a curve to the left having a radius of2183.46 feet and arc length of 583.43 feet to a point opposite HES 374+43.27 on said line survey and 282.19 feet easterly therefrom and the northerly line of said Section 20; thence westerly along said northerly line to a point opposite HES 374+37.72 on said line survey and 202.34 feet easterly therefrom; thence southerly along a curve to the right having a radius of2103.46 feet and an arc length of 563.97 feet to a point opposite HES 369+13.54 on said line survey and 220.06 feet easterly therefrom; thence southwesterly to the Point of Beginning. The specific details concerning all of the above legal descriptions are to be found on sheets 6 and 7 of that certain plan entitled SR 405, SR 515 Vic. to S. 6th St. Vic., now of record and on file in the office of the Secretary of Transportation at Olympia and bearing a date of approval of May 24, 2007. Subject to all existing encumbrances, including easements, restrictions, and reservations, if any. The Grantee as part consideration herein does hereby agree to comply with all civil rights and anti-discrimination requirements of Chapter 49.60 RCW as to the lands herein described. THE REMAINDER OF THIS PAGE IS INTENTIONALLY LEFT BLANK RES 411 Page 4 of 6 Pages I C# I -17-08170 Revised 6115/20 II The lands herein described are not required for State highway purposes and are conveyed pursuant to the provisions of RCW 47.12.063. Dated at Olympia, Washington, this cfl!5 day of ~ STATEOFWAS H INGTON APPROVED AS TO FORM: B ~ " • • y:cqj,( •• 1(.· '1L....~Lc. Assistant Attorney c;enhal REVIEWED AS TO FORM: ]·405 Corridor Design Builders g~:~., .. c.. By:-----7'~~---=--'---'------ Name: 1'0", A. \/" ...... ,,~ Title: CD ... ,.,. ....... -no--e .... "' .. " .. :1: .. RES 411 Revised 6/15/20 II Page 5 of 6 Pages , 20 II. IC#I-17-08170 l STATE OF WASHINGTON ) ): ss County of Thurston ) On this a5-1"';' day of :}, .... h~ ,2011, before me personally appeared Paula J. Hammond, P.E., known to me as the Seer ry of Transportatton, Washmgton State Department of Transportation, and executed the foregoing instrument, acknowledging said instrument to be the free and voluntary act and deed of the State of Washington, for the uses and purposes therein mentioned, and on oath stated that she was authorized to execute said instrument. Given under my hand and official seal the day and year last above written. Notary (print name) Hi ch(.lk. H. Ntwl.(o....n Notary Public in and for the State of Washington, residing at Olympia My Appointment Expires s/aslJC? RES411 , Page 6 of 6 Pages IC#I-I7-08170 Revised 6115120 II Return Address: Cltv Clerk's Office Cltv of Renton 1055 South Gradv WaV Renton, WA 98057 Title: DEClARATION of lOT COMBINATION Pro;eafile It. LUA.J1...~ Property Tax Parcel Number(s): 202305·9085 and 000720-0194 Address Of Intersection: 801 Cedar Avenue S., Renton. WA 98055 Section 20 Town$hID 23 North RamIe S Ea:5.t. W.M, Citv of Renton Kin« County. WashinKton Grantor(s); Grantee(s); 1. Merlino land Development Co., Inc. 1. City of Renton, a Municipal Corporation I, Gary M. Merlino, the president of Merlino Land Development Co., Inc., a Washington corporation, ("MlDC") herebv certify that MLDC is the owner of the propertv described in Exhibit 'A' on pages 3 and 4, said property being in common ownership, and I hereby petition the CitV of Renton to herebv acknowledge the separate parcels as being herebv combined into a single legal lot of record as described in Exhibit '8' on page 5, as specifically allowed bV the Revised Code of Washington, Section 58.17.040(6). The Exhibit 'C' Map Exhibit on pages 6 to 7 depicts the original and the herebv revised (combined) parcels. NOW THEREFORE, in consideration of the mutual benefits to accrue herefrom and by signing hereon, the parties do for themselves, their heirs and assigns, revise the boundary lines of the parcels described in the aforementioned Exhibit 'A' and establish and recognize the parcel legal description in the aforementioned Exhibit 'B' as the new parcel legal description. --IN WITNESS WHEREOF, said Grantor has caused this instrument to be executed this ~ day of November 2014 r:~~~c, • .,. Ci!lf of Renton Al!l!roval: By: Gary,. Merlino, President The petition of the property owner regarding the combination of the separate properties described in the aforementioned Exhibit 'A' into a legal lot of record as described in aforementioned E.hiblt '8' is herebv approved by the Cit V of Renton. This lot combination Is binding upon recordation and the resulting parcel may only be divided through the CitV of Renton's forma~tsubdiViSion or formal subdivision process. /I 15 t'Z..b/~ ~~ ~~ Jennifer Toth Henning, Planning ireCtor Date City of Renton Department of Community and Economic Development lol CombinlliM 'II (DtH Il·5-2014).doc\ FORM 13-000lIrtnv 20141114001240.001 Order: QuickView_ Doc: KC:2014 20141114001240-53033 Page 1 of 7 Created By: mwise Printed: 3/29/2016 10:39:47 AM PST Notary Seal must be within box STATE OF WASHINGTON) SS COUNTY OF KING ) On this ~ day of November, 2014, before me personally appeared Gary M. Merlino, to me known to be President,of Merlino land Development Co., Inc., a Washington corporation, the corporation that executed the within instrument, and acknowledged the said instrument to be the free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and on oath stated that he was authorized to execute said Instrument. ~w!;.. Notary Public in and for the Statel~1 Washington Notary (Print) V .. IN ... 'Tcq~t\ My appointment expires: a. ,"'I. dO (8 Dated: NOvember 5" . 2014 \ I Lot Combination vi (OLH 11.5·2014).doc\ Page 2 of? rOIlM Il.ooolJrtml 20141114001240.002 Order: QuickView_ Doc: KC:2014 20141114001240-53033 Page 2 of 7 Created By: mwise Printed: 3/29/2016 10:39:47 AM PST EXHIBIT 'A' Original legal Description DestriptioR oCTa! Parcel Number 202305-9085" That portion of the below-described PARCEL "A" described as follows: Beginning at a point opposite Highway Engineer's Station (hereinafter refelTed to as HES) 369+17% on the SR 405 line survey of SR 405, SR 515 Vic. to S. 6th SI. Vic. and 512.01 feet easterly therefrom, said point being on the easterly boundary of said PARCEL "A"; thence westerly to a point opposite HES 368+50.32 On said line survey and 221.15 feet easterly therefrom; thence northerly to a point opposite HES 369+\3.54 on said line survey and 220.06 feet easterly therefrom; thence northerly along a curve to the left having a radius of 2103.46 feet and an arc distance of 563.97 feet to a point opposite HES 374+37.72 on said line survey and 202.34 feet easterly therefrom and the northerly line of said Section 20; thence easterly along said northerly line to a point opposite HES 374+54.58 and 445.03 feet easterly therefrom, said point being on the westerly line of Cedar A venue South; thence southerly along said westerly line to the Point of Beginning. Except any portion thereof lying within the Henry H. Tobin Donation Land Claim No. 37. PARCEL "An That portion of the Henry H. Tobin Donation Land Claim No. 37, Township 23 North, Range 5 East, W.M. lying southerly and westerly of the plat of Highland Addition to the Town of Renton, according to the plat thereof recorded in Volume 17 of Plats, page 32, in King County, Washington; AND that portion of the northwest quarter of the northwest quarter (Government Lot I) of Section 20, Township 23 North, Range 5 East, W.M., in King County, Washington, lying northerly of Puget Sound Power and Light Company's transmission right-of-way and east of Primary State Highway No. I, described as follows: Beginning at the intersection ofthe north line of said Section 20, with the west line of said plat, which point is North 89'59'27" West 1,386.85 feet from the north quarter comer of said section; thence South 01'29'35" West along the west line of said plat and said line produced southerly 973.04 feet to the northerly line of Puget Sound Power and Light Company's transmission right-of-way; thence North 67'03'41" West 471.66 feet to the easterly line of Primary State Highway No. I; thence northerly along said highway to the north line of said section; thence South &9'59'27" East along said north line 316.54 reet to the Point of Beginning. The specific details concerning all of the above legal descriptions are to be found on sheets 6 and 7 of that certain plan entitled SR 405, SR 515 Vic. to S. 6th St. Vic., now of record and on file in the office of the Washington Secretary of Transportation at Olympia, Washington and bearing a date of approval of May 24, 2007. Situate in the City of Renton, County of King, State of Washington. lot Combination vi (DtH 11·'·2014),d.oc\ Pn&t 3 of7 FORM l}.OOOIJnmI 20141114001240003 Order: QuickView_ Doc: KC:2014 20141114001240-53033 Page 3 of 7 Created By: mwise Printed: 3/29/2016 10:39:47 AM PST • Description of Ta. Parcel Number 000720-0194 That portion of the below-described PARCEL "A" described as follows: Beginning at a point opposite Highway Engineer's Station (hereinafter referred to as HES) 369+17± on the SR 405 line survey ofSR 405, SR 515 Vic. to S. 6th SI. Vic. and 512.01 feet easterly therefrom, said point being on the easterly boundary of said PARCEL "A"; thence westerly to a poinl opposite HES 368+50.32 on said line survey and 221.1 5 feet easterly therefrom; thence northerly to a point opposite HES 369+13.54 on said line survey and 220.06 feet easterly therefrom; thence northerly along a curve to the left having a radius of 2103.46 feet and an arc distance of 563.97 feet to a point opposite HES 374+37.72 on said line survey and 202.34 feet easterly therefrom and the northerly line of said Section 20; thence easterly along said northerly Jine to a point opposite HES 374+54.58 and 445.03 feet easterly therefrom, said point being on the westerly line of Cedar Avenue South; thence southerly along said westerly line to the Point of Beginning. Except any portion thereof lying west of the west line of Henry H. Tobin Donation Land Claim No. 37. PARCEL "A" That portion of the Henry H. Tobin Donation Land Claim No. 37, Township 23 North, Range 5 East, W.M. lying southerly and westerly of the plat of Highland Addition to the Town of Renton, according to the plat thereof recorded in Volume 17 of Plats, page 32, in King County, Washington; AND that portion of the northwest quarter of the northwest quarter (Government Lot 1) of Section 20, Township 23 North, Range 5 East, W.M., in King County, Washington, lying northerly of Puget Sound Power and Light Company's transmission right-of-way and east of Primary State Highway No. I, described as follows: Beginning at the intersection of the north line of said Section 20, with the west line of said plat, which point is North 89°59'27" West 1,386.85 feet from the north quarter comer of said section; thence South 01"29'35" West along the west line of said plat and said line produced southerly 973.04 feet to the northerly line of Puget Sound Power and Light Company's transmission right-of-way; thence North 67"03'41" West 471.66 feet to the easterly line of Primary State Highway No. I; thence northerly along said highway to the north line of said section; thence South 89°59'27" East along said north line 316.54 feet to the Point of Beginning. The specific details concerning all of the above legal descriptions are to be found on sheets 6 and 7 of that certain plan entitled SR 405, SR SIS Vic. to S. 6th 51. Vic., now of record and on file in the office of the Washington Secretary of Transportation at Olympia, Washington and bearing a date of approval of May 24, 2007. Situate in the City of Renton, County of King, State of Washington. tol Combination vI (DLH II-S-2014),doc\ Page 4 of7 FORM Il-OQOlInmI 20141114001240.004 Order: QuickView_ Doc: KC:2014 20141114001240-53033 Page 4 of7 Created By: mwise Printed: 3/29/2016 10:39:47 AM PST EXHIBIT 'B' Revised Legal Description That portion of the below-described PARCEL "A" described as follows: Beginning at a point opposite Highway Engineer's Station (hereinafter referred to as HES) 369+ 17± on the SR 405 line survey of SR 405, SR 515 Vic. to S. 6th SI. Vic. and 512.0 I feet easterly therefrom, said point being on the easterly boundary of said PARCEL "A"; thence westerly to a point opposite HES 368+50.32 on said line survey and 221.15 feet easterly therefrom; thence northerly to. point opposite HES 369+13.54 on said line survey and 220.06 feet easterly therefrom; thence northerly along a curve to the lell having a radius of 2103.46 fe<:t and an arc distance of 563.97 feet to a point opposite HES 374+37.72 on said line survey and 202.34 feet easterly therefrom and the northerly line of said Section 20; thence east~rly along said northerly line to a point opposite HES 374+54.58 and 445.03 feet easterly therefrom, said point being on the westerly line of Cedar Avenue South; thence southerly along said westerly line to the Point of Beginning. PARCEL "A" That portion of the Henry H. Tobin Donation Land Claim No. 37, Township 23 North, Range 5 East, W.M. lying southerly and westerly of the plat of Highland Addition to the Town of Renton, according to the plat thereof recorded in Volume 17 of Plats, page 32, in King County, Washington; AND that portion of the northwest quarter of the northwest quarter (Government Lot I) of Section 20, Township 23 North, Range 5 East, W.M., in King County, Washington, lying northerly of Puget Sound Power and Ught Company's transmission right-of-way and east of Primary State Highway No. I, described as follows: Beginning at the intersection of the north line of said Section 20, with the west line of said plat, which point is North 89'59'27" West 1,386.85 feet from the north quarter comer of said section; thence South 01'29'35" West along the west line of said plat and said line produced southerly 973.04 feet to the northerly line of Puget Sound Power and Light Company's transmission right-of-way; thence North 67'03'41" West 471.66 feet to the easterly line of Primary State Highway No. I; thence northerly along said highway to the north line of said section; thence South 89'59'27" East along said north line 316.54 feet to the Point of Beginning: The specific details concerning all of the above legal descriptions are to be found on sheets 6 and 7 of that certain plan entitled SR 405, SR 515 Vic. to S. 6th St. Vic., now of record and on file in the office of the Washington Secretary of Transportation at Olympia, Washington and bearing a date of approval of May 24, 2007. Situate in the City of Renton, County of King, State of Washington Lot CDtnbinalion vi (DLH II.S.2014).4oc' pqc Sof1 FORM 13-000lInmi 20141114001240.005 Order: QuickView_ Doc: KC:2014 20141114001240-53033 Page 5 of 7 Created By: mwise Printed: 3/29/2016 10:39:47 AM PST EXHIBIT 'C' MAPEKHIBIT See the next page for the configuration of the original parcels (I.e., Tax Parcel Numbers 202305·9085 and 0OO7ZD-Ol94) and of the ol/erall combined parcel. Lot Combination vi (OLH II-S·2014).doc\ Pase6o(7 FORM 1)·OOOIInmi 20141114001240.006 Order: QuickView_ Doc: KC:2014 20141114001240 N 53033 Page 6 of 7 Created By: mwise Printed: 3/29/2016 10:39:47 AM PST ,----------------------------- • NORTH UNf NW 1/4, NW 1/4 SEC. 21)-23-5 EAST RIGHT IE WAY UARCIN / SR ~ PER SR 405 UHE SURVEY IE SR 405, SR 515 \le. TO S. 6111 ST. N89"59'25'W 24J.2iI R202.34 FOUND NAIL IN 4' CONCRElE 1IONU~ENT 0.02' SO\JTH OF UNE 0.03' EAST Of CENlERUNE 00'M'l 0.7' IN CAse: 1 I 1 1 ;;: I :z PARCEL X 1-8 2rJ 20 160,m t S.F. t--+-1 ~ (3.6947 ± ACRES) I ~ I I", ... /----## Ii ~ I~ ~ I::: ~'- ... ~~ ~ l" ~ "" I~ ~ CA ~ I~ ~ IS NI4'76'13"£ 70.49 DECLARA110N OF LOT COMBINATION EXHIBITC fOUND SIS' REBAR \11TH YELLOW PlAS11C CAP ST~PED "liARSTAO 1373" 0.78' WEST AND 0.5" NORTH OF PROPERTY CORNER R220.06 R221.16 CALC N89"59'3S', PAGE tOF1 ,rOR~E Im,Nf29lh __ ,O, ,",' _ ..... W ...... 98D07 ~ OeSIGN 42S,SS5.7V7 r... 425.8SS,7963 ENGIHeftlNG . PLANNING· SURVEYING .JOB NO. 04139M I!" i Jf; li!i 20141114001240.007 Order: QuickView_ Doc: KC:2014 20141114001240-53033 Page 7 of 7 Created By: mwise Printed: 3/29/2016 10:39:47 AM PST ,. After recording return document to: State of Washington Department of Transportation Real Estate Services Office POBox 47338 Olympia WA 98504-7338 EXCISE TAX NOT REQUIREO Document Title: Easement Reference Number oCRelated Documents: 20110802000538; Grantor(s): Merlino Land Development Co., Inc. Grantee(!J): State of Washington, Department of Transportation Legal Description: Pta or Henry H. Tobin Doaation Land Claim No. 37, T23N. RSE. W.M. Additional Legal Description is on Pages 1 & 2 of Document Assessor's Tax Parcel Number: Across 2013059085 & 0007200194 EASEMENT State Route 405. SR 515 Vic. to S. 6th 51. Vic. The Grantor, MERLINO LAND DEVELOPMENT CO., INC., a Washington corporation (successor in interest to [ 405 LLC. a Washington limited liability company, which was the successor in interest to 1-405 CORRIDOR DESIGN BUILDERS, a joint venture between CH2M Hill Constructors, Inc. a Delaware Corporation, and Gary Merlino Construction Co. Inc., a Washington Corporation), for and in consideration of superseding and replacing that certain tenninable easement for ingress and egress as conveyed under King County Recording No 2011080200538, conveys and grants unto the State of Washington, acting by and through its Department of Transportation and its assigns, Grantee. a substitute tenninable, non-exclusive easement for ingress and egress over, under, upon and across the hereinafter described lands for the purpose of maintaining the Grantee's abutting Stream Mitigation Area as shown on sheet 6 of that certain plan entitled SR 405, SR 515 Vic. to S. 6th 8t. Vic.: Said lands being situated in King County, State of Washington, and described as follows: RES-324 1012014 Page I of 4 Pages I.c. # 1-17-08170 20150630000721,001 Order: QuickView_ Doc: KC:2015 20150630000721-53033 Page 1 of 4 Created By: mwise Printed: 3/29/2016 10:41:53 AM PST , That portion afthe herein below described PARCEL "A" lying within a tract of land beginning at a point opposite Highway Engineer's Station (hereinafter referred to as HES) 369+48.23 on the SR 405 line survey of SR 405, SR 515 Vic. to S. 6111 81. Vic. and 503.50 feel easterly therefrom, said point also being on the easterly line of said PARCEL "A"; thence westerly to a point opposite HES 369+36.63 on said line survey and 436.06 feet easterly therefrom; thence southwesterly to a point opposite HES 369+11.23 on said line survey and 403.48 feet easterly therefrom; thence easterly to a point opposite HES 369+16.21 on said line survey and 427.11 feet easterly therefrom; thence northeasterly to a point opposite HES 369+27.67 on said line survey and 441.88 feet easterly therefrom; thence easterly to a point opposite HES 369+38.94 on said line survey and 506.0 I feet easterly therefrom, and the easterly line of said Parcel "A"; thence northerly, along said easterly line, to the Point of Beginning. PARCEL "AU: That portion of the Henry H. Tobin Donation Land Claim No. 37, Township 23 North, Range 5 East, W.M. lying southerly and westerly of the plat of Highland addition to the Town of Renton, according to the plat thereof recorded in Volume 17 of Plats, page 32, in King County, Washington; AND that portion of the northwest quarter of the northwest quarter (Government Lot t) of Section 20, Township 23 North, Range 5 East, W.M. in King County, Washin~on, lying northerly of Puget Sound Power and Light Company's transmission right-of-way and east of Primary State Highway No. I, described as follow: Beginning at the intersection of the north line of said Section 20, with the west line of said plat, which point is North 89 0 59' 27" West 1,386.85 feet from the north quarter comer of said section; thence South 010 29' 35" West along the west line of said plat and said line produced southerly 973.04 feet to the northerly line of Puget Sound Power and Light Company's transmission right.af-way; thence North 67° 03' 41" West 471.66 feet to the easterly line of Primary State Highway No. I; thence northerly along said highway to the north line of said section; thence South 890 59' 27" East along said north line 316.54 feet to the Point of Beginning. The Easement conveyed herein supersedes and replaces only that certain tenninable non-exclusive easement for ingress and egress as reserved in Quitclaim Deed recorded under King County Recorder's File No. 20110802000538. The tenninable Easement conveyed herein shall be subject to all tenns and conditions as stated in said Quitclaim Deed to allow the termination of this casement, provided that the RES-324 Page 2 of4 Pages I.C. #-1-17-08170 1012014 20150630000721.002 Order: QuickView_ Doc: KC:2015 20150630000721-53033 Page 2 of4 Created By: mwise Printed: 3/29/2016 10:41:53 AM PST .. Access Road Design Criteria listed in said Quitclaim Deed are hereby revised to read as follows: 1. Maximum roadway surface grade: 35% 2. Roadway to be surfaced with 2-inch to 4-inch quarry spalls 3. Minimum width of roadway surface: 12 feet; and 4. A rock-lined ditch (and/or a stann drain pipe) to be provided along the roadway edge. It is understood and agreed that delivery of this easement is hereby tendered and that the terms and obligations hereof shall not become binding upon the State of Washington unless and until accepted and approved hereon in writing for the Slate of Washington, by and through its Department of Transportation, by its authorized agent. MERLINO LAND DEVELOPMENT CO., INC., a Washington corporation Accepted and Approved STATE OE WASHINGTON RES·324 1012014 Page 3 of 4 Pages I.C. # 1-17-08170 20150630000721,003 Order: QuickView_ Doc: KC:2015 20150630000721-53033 Page 3 of 4 Created By: mwise Printed: 3/29/2016 10:41:53 AM PST l STATE OF WASHINGTON) ) 55. COUNTY OF KING ) I certify that I know or have satisfactory evidence that GARY M. MERLINO is the person who appeared before me and acknowledged that he signed the instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the President of MERUNO LAND DEVELOPMENT CO., INC., a Washington corporation, to be the free and voluntary act of such corporation for the uses and purposes mentioned in the instrument. ,~ Dated this ;}''d. dayof look 2015. V.C. TROFIN NOTARY PUBUC SlATE OF WASHINGTON caIMISSION EXPIReS FEBRUARY 19.2018 STATE OF WASHINGTON) ) ss. COUNTY OF KING ) i;llature or\,0r;£ public) \lA\ift( " . " (print or type name of notary public) NOTARY PUBLIC in and for the State of Washington, residing at ~~.,) '" My Commission expires: 4.1'1. dOIS I certify that I know or have satisfactory evidence that JAMES M. SALTER is the person who appeared before me and acknowledged that he signed the instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the Acquisition Program Manager of the STATE OF WASHINGTON, DEPARTMENT OF TRANSPORTATlON to be the free and voluntary act of the State of Washington for the uses and purposes mentioned in the instrument. RES·324 lOrz014 Dated this J'''P~dayof :1.Ln(,,/ 2015. (signature ofnotarx public) H,eh! 1(<. M NlW\(<LYl (print or type name of notary public) NOTARY PUBLIC in and for the State of Washingto? ~esiding. at ()\atg t c,......... My CommiSSIOn expires: '8 ___ 1 II, I.C. # 1-17-08170 20150630000721.004 Order: QuickView_ Doc: KC:2015 20150630000721-53033 Page 4 of 4 Created By: mwise Printed: 3/29/2016 10:41:53 AM PST RETURN AptJRESS: PUgal Sound Energy, Inc. AIIn: ROW Department (AEM, PO Box 970341 EST -cl6W BeUevue,WA 98009-9734 + PUGET SOUND ENERGY EXCISE TAX NOT REQUIRED ~~~ EASEMENT ORIGINAL REFeRENCE #: GRANTOR (Owner): MERLINO LAND DEVELOPMENT COMPANY, INC. GRANTEE (PSE,: PUGET SOUND ENERGY,INC. SHORT LEGAL: Portion aI NW 114, Sec. 20, Twp. 23 N., Rng. 05 E, W.M., K.C. ASSESSOR·S PROPERTY TAX PARCEL: 202305-9085.00072000194 20160128000867.001 For and In oonsldaratlon of good and valuable consldemtlon. the recalpt and sufficiency 01 which are hereby acknowladged. MERLINO LAND DEVELOPMENT COMPANY. INC., • Washington oorporaUon ("Owner" herein). hereby grants and conveys 10 PUGET SOUND ENERGY, INC., a Washington corporation ("PSE"" herein), lor the purposes descrlbad below, a nonaxeluslve perpetual easement over, under, along sao .. and through the Easement Area (defined below) within the following described real property (the "Property'" herein) In King County, Washington: SEE exHIBIT "A" ATTACHED HERETO AND BY THIS REFERENCE MADE A PART HEREOF. Except as may be otherwise .et forth henrin PSE's rights shall be ... rased upon lI1at portion of the Property ("Easement Are." harein) described .s follows: THE NORTH 477 FEET OF THE EAST 10 FEET OF THE ABOVE DESCRIBED PROPERTY. 1. Purpose. PSE shall have the right to use the Easement Area to construct. operate. maintain. repair, replace, mprove, remove. upgrade and extend one or more utility systems for purposes of transmission, distribution and sale of gas and electricity. Such systems may include, but are not limited to: Underground facllllies. Conduits, lines, cables, vaults. switches and transformers for .lectrIcity; pipes, pipelines. mains, laterats. conduits, regulators, gauges and rectifiers for gas; fiber optic cable and other lines. cables and facilities for communications; semi·buried or ground..mounted facilities and pads, manholes, meters, fixtures, attachments and any and all oth.r facllltl.s or appurtenances nec •••• ry or convanient to any or all 01 the loregoing. Notwithstanding the abo ... , no uHtity poles or overhead wires are permitted. Following the initial construdlon of all or a portion 01 Its syslems, PSE mB\l. lrom time 10 tim., consttud such additional lacllili.s es it may require for such systems. PSE sh.1I have the ~ghl of access to the Eas.ment Area over and across the Property to enable PSE to exercise its rights Granted in this easement. UG Gas & Eloc:Iric: Easemenl 2013 W0II105078281 , 107050527 I RW-0946441 Martino Short Plat Page 1 014 Order; QuickView_ Doc: KC:2016 20160128000867-53033 Page 1 of 4 Created By: mwise Printed: 3/29/2016 10:43:58 AM PST 20160128000867.002 2. Easement Area Clearing and MaIntenance. As a part of initial installation of PSE facilities to serve 7 slngle-lamlly homes In the planned 7-lot short plat of the Properly, PSE shall have the right, but not the obligation to cut, remove and dispose of any and all brush, treas or oIhar vegetation In the Easement Area, 3, Restoration, Following initial installation, and each subsequent repair or extension of its facilities, PSE shall. to the extent reasonably practicable. restore landscaping and surfaces and portions of the Property affeded by PSE's work to the condition extsting Immadlataly prior to each such work effort, unless said work was dane at the request of Owner. In whim case ONner shsU be responsible for sucn restotation. All restoration which is the rasponsibility of PSE shall be perfonned as soon as reasonably possible alter the completion of PSE's work and shall be coordinated with Owner so 88 to cause the minimum amount of disruption to Owner's use aftha Property. 4_ Owner's Use of e ..... m.nt Area, Owner reserves the right to use the Easement Area for any purpose not inconsistent with the rights herein grented, provided, however, Owner shall no! excavate within or o1herwise change the grade of the Easement Area or construct or maintain any buildings or structures on the Easement Area and Owner shall do no blasting within 300 feet of PSE's facilities without PSFs prior written consent 5_ Indemnity, PSE agrees to Indemnify OWner from and against liability incumad by OWner as a result of the negligence of PSE or its contractors in the exercise of the rights herein granted to PSE. but nothing herein shall require PSE to indemnify Owner for that portian of any such liability attributable to tha negligence of OWner or the negligence of othetS, 6. Termination. The rights herein granted shall conUnue until such Ume a8 PSE terminates such right by written instrument. If terminated. any improvements remaining In the Easement Area shall become the property of Owner. No termination shan be deemed to have occurred by PSE's failure to install its systems on the Easement Area. 7. Successors and Aselgns, PSE shall have the right to assign, apportion or oIherwise transfer any or all of its rights, benefits, privileges and interests arising in and under this easement. Without limiting the generality of the foregoing. the rights and obligations of the parties shall be binding upon their respective successors and assigns. UG Gas & Electrie Easemenl2013 WO# 105078281/107050527/ RW-G94644 I Merlino ShOrt Plet Page 2 0'" Order: QuickView_ Doc: KC:2016 20160128000867-53033 Page 2 of 4 Created By: mwise Printed: 3/29/2016 10:43:58 AM PST DATED this ft day of---=3.'t't-",,· '-.-:....:...!~:.I-____ ~, 201k OWNER: MERUNO LAND DEVELOPMENT COMPANY, INC., a Washington corporation By: C--" ~ ~.:; Gary M, Me~lno ~ Its: President STATE OF WASHINGTON COUNlY OF 'I,.'f'1(A j ) )SS ) 20160128000867.003 On this ~ day of -S A ,.)\) A i. '-( , 20~, before me, the undersigned, a Notary PtJbllc In and for the Stat. of Washington, duly commissioned and sworn, personally appeared Gary M, Merlino to m. known to b. th. person(s) who signed as President of MERLINO LAND DEVELOPMENT COMPANY, INC., the Washington corporation that executed the 'Nith!n and foregoing instrument, and 8cknowtadged said instrument to be his free and voluntary act and deed and the free and voluntary act and deed of said CXlrporatlon for the uses and purposes therein mentioned; and on oath stated that he J he was authorized to execute the said instrument on behalf of said corporation. IN WITNI:SS WHEREOF I have hereunto get my hand and official seal the day d year first above wrinen. UG Gas & Electric Easement 201 3 (Print or stamp nama of Notary) NOTARY PUBUC in and for the State of Washington, residing at Sec.t\-\e, WA My Appointment Expires: 01-1 0 \ I \ '\ WO# 105078281 J 1070505271 RW-0946441 Merlino Shoft Plat Page 30f4 Order: QuickView_ Doc: KC:2016 20160128000867-53033 Page 3 of 4 Created By: mwise Printed: 3/29/201610:43:59 AM PST EXHIBIT "A" THAT PORnON OF THE BELOW DESCRIBED PARCEL "A" DESCRIBED AS FOLLOWS (SUBJECT TO MATTERS OF RECORD): BEGINNING AT A POINT OPPOSIT!! HIGHWAY ENGINEER'S STAnON (HEREINAFTER REFERRED TO AS HES) 369+17:tON THE SR405 LINE SURVEY OF SR405, SR 515 VIC. TO S. 6'" ST. Vic. AND 512.01 FEET EASTERLY THEREFROM, SAID POINT BEING ON THE EAST!!RI. Y BOUNDARY OF SAID PARCEL" A"; THENCE WESTERLY TO A POINT OPPOSITE HES 366+50.32 ON SAlO UNE SURVEY AND 221.15 FEET EAST!!RLY THEREFROM. THENCE NORTHERLY TO A POINT OPPOSIT!! HES 369+13.54 ON SAID LINE SURVEY AND 220.06 FEET EAST!!RL Y THEREFROM. THENCE NORTHERLY ALONG A CURVE TO THE LEFT HAVING A RADIUS OF 2103.46 FEET AND AN ARC DISTANCE OF 583.97 FEET TO A POINT OPPOSlT!! HES 374+37.72 ON SAID UNE SURVEY AND 202.34 FEET EASTERLY THEREFROM AND THE NORTHERLY UNE OF SAID SECTION 20; THENCE EAST!!RLY ALONG SAID NORTHERLY LINE TO A POINT OPPOSITE HES 374+54.58 AND 445.03 Pl!ET EASTERLY THEREPROM, SAiD POINT BEING ON THe WESTERLY LINE OF CEDAR AVENUE SOUTH; THENCE SOUTHERLY ALONG SAID WEST!!RLY LINE TO THE POINT OF BEGINNING. PARCELUA" THAT PORnON OF THE HENRY H. TOBIN DOMAnDN LAND CLAIM NO. 37, IN SEcnON 20, TOWNSHIP 23 NORTH, RANGE 05 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING SOUTHERLY AND WESTERLY OF THE PLAT OF HIGHLAND ADDmON TO THE TOWN OF RENTON AND THE WEST LINE THEREOF EXT!!NDED SOUTH, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 17 OF PLATS, ON PAGE 32, IN KING COUNTY WASHINGTON; AND THAT PORnON OF THE NORTHWEST QUART!!R OF THE NORTHWEST QUARTER (GOVERNMENT LOT 1) OF SEcnON 20, TOWNSHIP 23 NORTH, RANGE 05 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING NORTHERLY OF PUGET SOUND PowER AND LIGHT COMPANY'S TRANSMISSION RIGHT-OF-WAY AND EAST OF PRIMARY STATE HIGHWAY NO.1 (SR 405), DESCRIBED AS POLLOWS: BEGINNING AT THE INTERSECTION OF THE NORTH UNE OF SAID S£cnON 20, WITH THE WEST UNE OF SAID PLAT, WHICH POINT IS NORTH 89"69'27" WEST 1,386.85 FEET FROM THE NORTH QUARTER CORNER OF SAID SECDON; THENCE SOUTH 01"29'35" WEST ALONG THE WEST LINE OF SAID PLAT AND SAID LINE PRODUCED SOUTHERLY 973.04 FEET TO THE NORTHERLY LINE OF PUGET SOUND POWER AND LIGHT COMPANY'S TRANSMISSION RIGHT-OF-WAY; THENCE NORTH 67-03'41" WEST 471.66 FEET TO THE EASTERLY UNE OF PRIMARY STATE HIGHWAY NO.1; THENCE NORTHERLY ALONO SAID HIGHWAY TO THE NORTH LINE OF SAID SECTION; THENCE SDUTH 89'69'27" EAST ALONG SAID NORTH LINE 316.54 FEET TO THE POINT OF BEGINNING. THE SPECIFIC DETAILS CONCERNING ALL OF THE ABOVE LEClAL DESCRIPTIONS ARe TO BE FOUND ON SHEETS 6 AND 7 OP THAT CERTAlN PLAN ENnTLED SR 405, SR 515 VIC. TO S. 6'" ST. Vic., NOW OF RECORD AND ON Fa.E IN THE OFFICE OF THE WASHINGTON SeCRETARY OF TRANSPORTAnoN AT OLYMPIA, WASHINGTON AND BEARING A DATE OF APPROVAL OF MAY 24, 2007. SiTUATE IN THE CITY OF ReNTON, COUNTY OF KING, STAT!! OF WASHINGTON. UG Gas & Elecbic Easement 2013 WO. 105078281/1070505271 RW~946441 Merlino Short Plat Page 4 of 4 20160128000867.004 Order: QuickView_ Doc: KC:2016 20160128000867-53033 Page 4 of 4 Created By: mwise Printed: 3/29/2016 10:43:59 AM PST CITY OF RENTON RECEIVED DRAFT LEGAL DOCUMENJfB4 2O~OFRENTON RECEIVI=O DEVELOPMENT FOR SERVICI1$JN 1 4 2016 CITY OF RENTON SHORT PLAT LUA14-568-SHPL-A DEVELOPMENT SERVICES (AKA THE "CEDAR HIGHLANDS SHORT PLAT," ORIGINALLY KNOWN AS THE "MERLINO SHORT PLAT") Each set includes the following: (1) A color copy of the Certificate of Incorporation of the Cedar Highlands Homeowners Association (a nonprofit corporation) from the State of Washington Secretary of State; (2) A copy of the three-page June 3, 2016 online filing of the Cedar Highlands Homeowners Association as a nonprofit corporation with the Washington Secretary of State Corporations Division (including, Articles of Incorporation); (3) A draft DECLARATION OF COVENANTS, CONDITIONS, AND RESTRICTIONS FOR CITY OF RENTON SHORT PLAT LUA14-568-SHPL-A (AKA THE "CEDAR HIGHLANDS SHORT PLAT"); and (4) A draft of the BYLAWS OF CEDAR HIGHLANDS HOMEOWNERS ASSOCIATION (A WASHINGTON NONPROFIT CORPORATION) June 13, 2016 Prepared By: David l. HaHnen HaHnen Law 1019 Regents Blvd, Suite 202 Fircrest, WA 98466 Phone: (206) 443-4684 Email: david@halinenlaw.com , Secretary of State I, KIM WYMAN, Secretary of State of the State of Washington and custodian of its seal, hereby issue this CERTIFICATE OF INCORPORATION to CEDAR HIGHLANDS HOMEOWNERS ASSOCIATION alan W A Non-Profit Corporation. Charter documents are effective on the date indicated below. Date: 6/3/2016 UBI Number: 604-009-013 Given under my hand and the Seal of the State of Washington at Olympia, the State Capital ;«~ Kim Wyman, Secretary of State Date Issued: 6/8/2016 [ ___ 6_0_4_0_09_0_1_3 __ J State a/Washington Secretary of State CORPORATIONS DIVISION James M. Dolliver Building 80 I Capitol Way South PO Box 40234 Olympia W A 98504-0234 360.725.0377 FILED SECRETARY OF STATE JUNE 3, 2016 STATE OF WASHINGTON NonProfit Corporation Office Information Application lD 3824152 Tracking m 3258828 Validation m 3192092-00 I Date Submitted for Filing: 6/3/2016 Contact Name Contact Address Contact Email Contact Phone Preferred Name Alternate Name 1 Alternate Name 2 Contact [nformation David Halinen 1019 Regents Blvd Stc 202 Fircrest WA 984666037 david@halinenlaw,com 206-443-4684 Articles of Incorporation CEDAR HIGHLANDS HOMEOWNERS ASSOCIATION eLbAR BLOt i i [61OIEo CV NERS ,CSSOCiA i £61<3 CEJoMR [til.! IIElhlEElWliER8 ,',SS8t>JIATI81'1 Purpose Duration Incorporation Date Expiration Datc Distribution of Asscts Agent is Individual Agent Name Agent Street Address Agent Mailing Address Agent Email Address Submitter/Agent Relationship Director #1 Director Name Title Pursuant to (I) RCW Chapters 24.03 and 64.38 and (2) 26 USC A§528, the corporation is organized exclusively for the purpose of maintaining, operating and administering the Properties described in the Declaration of Covenants, Conditions, and Restrictions for City of Renton Short Plat LUA 14-568-SHPL-A) [the ikeDeclarationa (to be recorded with the King County Recorder)], and for the benetit of the Owners and persons occupying the Lots located on the land described in the Declaration. Perpetual Effective Upon Filing by the Secretary of State 6/30/2017 In the event of dissolution of the corporation, the net assets of the corporation shall be distributed to the Owners of the Lots described in the Declaration with each Owner of a Lot receiving an equal, undivided interest in the assets distributed. Registered Agent Information . David Halinen 1019 Regents Blvd Ste 202 Fircrest WA 984666037 Same as Street Address david@halinenlaw.com Submitter is Registered Agent Initial Directors Information Bradley 1. Merlino Director Director Address Incorporator #1 Incorporator Name Incorporator Address Signed By 5050 1st Ave S Ste 102 Seattle WA 981342400 Incorporators Information • MeriinoLandDevelopmentCo.,Inc. 5050 1st Ave S Ste 102 Seattle WA 981342400 Signature Information David L. Halinen When Recorded, Return to: Merlino Land Development Co., Inc. Attn: Brad Merlino 5050 1st Ave, Ste 102 Seattle, Washington 98134-2400 DECLARATION OF COVENANTS, CONDITIONS, AND RESTRICTIONS FOR CITY OF RENTON SHORT PLAT LUA14-568- SHPL-A (AKA THE "CEDAR HIGHLANDS SHORT PLAT") Grantor: Merlino Land Development Co., Inc., a Washington corporation Grantee: Merlino Land Development Co., Inc., a Washington corporation Legal Description (abbreviated): Lots 1 through 7 and Tract A, City of Renton Short Plat No. LUA14-568-SHPL-A, as recorded in Volume _ of Short Plats, pages _-_, and recorded at King County Recording Number ________ _ ~ Additional legal on attached Exhibit "A" Assessor's Tax ParcellD #(s): 0007200194 and 202305 9085 Reference Nos. of Documents Released or Assigned: None covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) DECLARATION OF COVENANTS, CONDITIONS, AND RESTRICTIONS FOR CITY OF RENTON SHORT PLAT LUA14-568-SHPL-A (AKA THE "CEDAR HIGHLANDS SHORT PLAT") THIS DECLARATION OF COVENANTS, CONDITIONS, AND RESTRICTIONS FOR CITY OF RENTON SHORT PLAT LUA14-568-SHPL-A (AKA THE "CEDAR HIGHLANDS SHORT PLAT") is made this __ day of 2016, by Merlino Land Development Co., Inc., a Washington corporation ("Declarant"). Article I Purpose and Intent; Binding Effect 1.1. Purpose and Intent. Declarant, as owner of the real property described in Exhibit "A: intends by Recording this Declaration to provide for the use and preservation of the real property now and hereafter comprising the Properties. 1.2. Binding Effect. All property described in Exhibit "A" shall be owned, conveyed, and used subject to all of the provisions of this Declaration, which shall run with the title to such property. This Declaration shall be binding upon all Persons having any right, title, or interest in any portion of the Properties, their heirs, successors, successors-in-title, and assigns. This Declaration shall be enforceable by the Declarant, the Association, any Owner, and their respective legal representatives, heirs, successors, and assigns. Article II Concepts and Definitions The tenms used in this Declaration shall generally be given their natural, commonly accepted definitions unless otherwise specified. Capitalized tenms shall be defined as set forth below. 2.1. "Areas of Common Responsibility": (a) Tract A of the Short Plat, (b) the storm drain pipes and appurtenances lying within the Private Drainage Easements depicted on Sheet 3 of 4 of the Short Plat and described on Sheet 2 of 4 of the Short Plat under the heading "PRIVATE DRAINAGE EASEMENT AND MAINTENANCE OF THE DRAINAGE IMPROVEMENTS LYING WITHIN THEM" and (c) common areas [as defined by RCW 64.38.010(4)], if any, that may be contained in any portion of the Properties. 2.2. "Association": The Cedar Highlands Homeowners Association, a Washington nonprofit corporation. 2.3. "Board": The Board of Directors of the Association as defined in the Bylaws; provided, however, that the initial Board of Directors shall consist of only one director. 2.4. "Builder": Any Person who purchases one or more Lots for the purpose of (a) constructing improvements for later sale to consumers and/or (b) resale in the ordinary course of such Person's business. 2.5. "Common Expenses": The actual and estimated expenses incurred, or expected to be incurred, by the Association related to the Areas of Common Responsibility, including any reasonable covenants-Cedar Highlands Short Plat F5 (OLH 6-13-2016) Page 1 reserve, as the Association may find necessary and appropriate to maintain and repair the Areas of Common Responsibility in the manner described in Sections 4.1 and 6.1. 2.6. "Declarant": The person identified on the signature page of this Declaration, or any successor or assign who takes title to any portion of the property described in Exhibit "A" for the purpose of development and/or sale and who is designated as a Declarant in a Recorded instrument executed by the immediately preceding Declarant or assigned all or a portion of Declarant's rights hereunder. Upon a designation of a successor Declarant, all rights and responsibilities of the former Declarant in and to such status as "Declarant" under this Declaration shall cease. At any time that more than one person holds any rights as a Declarant, a single Declarant may (a) exercise any of the Declarant's rights described herein over that portion of the property owned by the single Declarant and (b) shall not be required to obtain the concurrence of any other Declarant who does not hold an ownership interest in the portion of the property over which a single Declarant desires to exercise sole authority, except for amendment of the Declaration, which shall require the concurrence of both Declarants unless otherwise agreed by the Declarants in writing. A single Declarant may conditionally or permanently assign to the other Declarant all of a Declarant's rights hereunder, by Recorded instrument. 2.7. "Declaration": This Declaration of Covenants, Conditions, and Restrictions, which creates obligations that are binding upon the Association and all present and future Owners of any portion of the Properties. 2.8. "Governing Documents": The Articles of Incorporation of the Association, the Bylaws of the Association, and this Declaration, as any of such documents may be amended from time to time. 2.9. "Local Jurisdiction": Any govemmental authority having jurisdiction over the Properties for a matter described in this Declaration. A Local Jurisdiction may include the State of Washington, the County of King, the City of Renton, or a local sewer or water district or other governmental entity assigned authority by law to regulate activities in the Properties. A Local Jurisdiction may refer to different govemmental authorities, depending upon which governmental authority is assigned responsibility to regulate activities described in this Declaration. 2.10. "Lot": Each of Lots 1, 2,3,4,5,6, and 7 of the Short Plat of the real property described in Exhibit "A." 2.11. "Member": Every Owner is a Member of the Association. 2.12. "Mortgage": A mortgage, a deed of trust, a deed to secure debt, or any other form of security instrument affecting title to any Lot. A "Mortgagee" shall refer to a beneficiary or holder ofa Mortgage. 2.13. "Owner": One or more Persons who hold the record title to any Lot, but excluding in all cases any party holding an interest merely as security for the performance of an obligation. If a Lot is sold under a Recorded contract of sale, and the contract specifically so provides, the purchaser under the Recorded contract of sale (rather than the fee owner) will be considered the Owner. 2.14. "Person": A natural person, a corporation, a partnership, a limited liability company, a trustee, or other legal entity. covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 2 2.15. "Properties": The seven lots and one tract of real property described in Exhibit "A". 2.16. "Record," "Recording." or "Recorded": To file, the filing of, or to have filed of record in the Public Real Estate Records of King County, Washington. The "Date of Recording" shall refer to that time at which the short plat of the real property described in Exhibit "A" is Recorded. 2.17. "Rules and Regulations": Owner-adopted rules and regulations that establish administrative procedures for governance of the nonprofit corporation serving as the homeowners association, and operating procedures for use of the Areas of Common Responsibility. 2.18. "Sale" or "Sold" shall mean the date upon which ownership of a Lot is transferred from an Owner to another person or entity by the Recording of an instrument of transfer such as a deed or real estate contract. 2.19. "Short Plat": The Recorded short plat of the real property described in Exhibit "A," together with all requirements, responsibilities, and/or obligations of the Homeowners Association described or referenced in that Recorded short plat. Article III Restrictions on Lots 3.1. Restrictions on Buildings Constructed on Each Lot. On each of the seven Lots, the only building permitted to be constructed is one one-story (with an attached garage) or one two-story home (with an attached garage) of typical wood-frame construction. (Construction of basement homes is hereby prohibited.) In addition to strict compliance with standard applicable City of Renton building setbacks, each home is hereby required to be built in strict conformance with both (a) the special required minimum setbacks from the top of the engineered protected slopes referenced on Sheet 3 of 4 of the Recorded Short Plat and (b) the SETBACK NOTES on Sheet 2 of 4 of the Recorded Short Plat. 3.2. Restrictions on Discharge of Stormwater Runoff from Lots. To avoid impacts to the engineered protected slopes in Tract A that abut the Lots, discharge of stormwater runoff and discharge of irrigation water from any portion(s) of any of the seven Lots (including, without limitation, stormwater runoff from roof drains, yard drains, patios, or yard areas and runoff from lawn and landscape irrigation) by any means onto the abutting slope in Tract A is strictly prohibited. The Owner of each Lot is responsible for making sure that such discharge of water from the Owner's Lot onto the abutting engineered protected slope(s) in Tract A never occurs. 3.3. Changing Lot Contours and Drainage: Subdivisions. Neither (a) the surface grade or elevation of the various Lots nor (b) the drainage pattems of the Lots shall be altered or changed in any manner without first obtaining required permit(s) or other express written approval from the City of Renton. No further subdivision of any Lot is allowed. The sale of less than a whole Lot is expressly prohibited. 3.4. Disposal of Garbage. The Owner of each Lot shall ensure that no garbage can or other receptacle will be visible from any place outside the residence on such Lot except on collection day. 3.5. Prohibited Materials. In order to protect the environment, critical areas, and water quality, each Owner must take necessary precautions to prevent any of the following materials from being released onto and/or from the Owner's Lot and entering any surface or subsurface part of the public drainage system and/or private drainage system: covenants·Cedar Highlands Short Plat F5 (OUt 6·13-2016) Page 3 (i) Petroleum products including, but not limited to, oil, gasoline, grease, fuel oil, and heating oil; (ii) Trash and/or debris; (iii) Animal waste; (iv) Chemicals and/or paint; (v) Steam cleaning waste; (vi) Washing uncured concrete (A) for cleaning and/or finishing purposes or (B) to expose aggregate; (vii) Laundry wastes or other soaps; (viii) Pesticides, herbicides, or fertilizers; (ix) Sewage; (x) Heated water; (xi) Chlorinated water or chlorine; (xii) Degreasers and/or solvents; (xiii) Bark or other fibrous material; (xiv) Antifreeze and/or other automotive products; (xv) Lawn clippings, leaves, or branches; (xvi) Animal carcasses; (xvii) Silt; (xviii) Acids or alkalis; (xix) Recreational vehicle wastes; (xx) Dyes, unless prior penmission has been granted by the Local Jurisdiction; and (xxi) Construction materials. covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 4 Article IV Maintenance and Repair 4.1. Maintenance of Areas of Common Responsibility. The Association shall maintain the Areas of Common Responsibility in accordance with Section 6.1. Without limiting the scope of the immediately prior sentence, in view of (a) Mitigation measures 6 and 7 of the City of Renton's administrative conditions of the approval of the short plat of the land leading to the Recorded Short Plat [mitigation measures that are set forth on page 17 of 18 of the City's Environmental Review Committee Report and Administrative Report & Decision (dated September 15, 2014 and signed by the City's Planning Director, Jennifer Henning, on September 19, 2014) under Renton File No. LUA14-000568, ECF, SHPL-A, MOD-the "Report & Decision"], (b) The third sentence of the last paragraph in the "Impacts" discussion of subsection 1 (Earth) of Section C (Environmental Impacts) of PART TWO: ENVIRONMENTAL REVIEW of the Report & Decision (which sentence and which third sentence are set forth on page 6 of 18 of the Report & Decision'), and (c) The last paragraph of the TRACT A NOTE in the right column 01 Sheet 1 014 01 the Recorded Short Plat (a paragraph that states: "SHEET 3 OF 4 HEREOF DEPICTS THE APPROXIMATE LOCATION OF A WOOD SPLIT-RAIL FENCE IN THE SOUTHEAST PORTION OF TRACT A. THAT FENCE IS LOCATED AT OR NORTH OF THE NORTH EDGE OF A CITY OF RENTON-REQUIRED 75- FOOT-WIDE STREAM BUFFER THAT EXTENDS PARTLY INTO TRACT A FROM A CLASS 3 STREAM LYING WITHIN A PARCEL OF LAND TO THE SOUTH OF TRACT A (A PARCEL THAT IS OWNED BY THE STATE OF WASHINGTON). AS PART OF MITIGATION MEASURE 7 OF THE CITY'S SEPTEMBER 19, 2014 ADMINISTRATIVE SHORT PLAT APPROVAL DECISION FOR THIS SHORT PLAT, THE CITY OF RENTON REQUIRES , That third sentence 01 the "Impacts" discussion states: Staff supports encompassing Tract A with a NGPE with the Home Owners Association (HOA) having responsibility lor basic tree maintenance, provided the work is conducted outside the jurisdiction held by WSDOT through the several easements (20-loot perpetual ingress/egress, 12-loot terminable ingress/egress, 35-loot ingress/egress and utility, and an 80-loot soil nails per KC recording no. 20110802000538). Note that the "35-loot ingress/egress and utility" easement relerred to in that sentence is not an easement granted to WSDOT. Thus, WSDOT has no jurisdiction under that easement. However, WSDOT has jurisdiction as a beneficial interest holder in each of the three other easements referenced in that sentence: namely, (a) the 20-loot-wide perpetual ingress/egress easement and 80-foot soil nails easement that are set lorth in an instrument Recorded under King County Recording No. 20110802000538 and (b) the 12-foot-wide terminable ingress/egress easement that is set forth in an instrument Recorded under King County Recording No. 2015060000721. The approximate areas of Tract A where those three easements are located are set lorth on Sheet 3 of 4 of the Recorded Short Plat. covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 5 THAT THE CEDAR HIGHLANDS HOMEOWNERS ASSOCIATION MAINTAIN THIS FENCE:), the Association is and shall be responsible for the following: (i) Basic tree and vegetation maintenance of the portion(s) of the two areas of the Native Growth Protection Easement ("NGPE") located within Tract A that lie outside of both (A) the 20-foot-wide perpetual ingress/egress easement and the 80- footwide soil nails easement set forth in an instrument Recorded under King County Recording No. 20110802000538 and (B) the 12-foot-wide terminable ingress/egress easement Recorded under King County Recording No. 2015060000721' and (ii) Maintenance of the constructed wood split-rail fence in the southeastern portion of Tract A, the approximate location of which is depicted on Sheet 3 of 4 of the Recorded Short Plat. [NOTE: The City of Renton may have responsibility to maintain the drainage swales, drainage pipes, and drainage appurtenances (including the Type 2 catch basin with the debris cage) that are located within the two portions of Tract A that are noted on Sheet 3 of 4 of the Recorded Short Plat as "DRAINAGE EASEMENTS TO RENTON. SEE TEXT, SHEET 2 OF 4: The approximate locations of such drainage swales, drainage pipes, and drainage appurtenances (including the Type 2 catch basin with the debris cage) located within the "DRAINAGE EASEMENTS TO RENTON" are depicted on Sheet 4 of 4 of the Recorded Short Plat.] 4.2. Maintenance of Lots. Each Owner shall maintain in good condition the Owner's Lot, and the home (if any) and all landscaping and other improvements on the Lot. Within six (6) months following the initial transfer of a Lot with a completed home on it to the next Owner of the Lot, the next Owner of the Lot shall complete the installation of landscaping surrounding all sides of the home on the Lot. Each Owner shall also be responsible for maintaining and irrigating the landscaping within that portion of any adjacent public street right-of-way lying between the Lot boundary of the Owner's Lot and any wall, fence, or curb located on the public right-of-way adjacent to the Lot boundary; provided, the Owner shall have no right to remove trees, shrubs or similar vegetation from this area without the Association's prior approval. Each Owner shall perform at the Owner's expense the maintenance and upkeep of fencing, drainage swales (if any) and/or underground drain lines and catch basins installed on the Owner's Lot, unless and to the extent that such components of the Owner's Lot are (a) a part of , For the location of each of the two areas of the NGPE, see both (a) The paragraph on Sheet 2 of 4 of the Recorded Short Plat that is entitled "NATIVE GROWTH PROTECTION EASEMENT" [a paragraph that in part states 'THE TWO AREAS OF TRACT A DEPICTED AS "PROTECTED SLOPE" AREAS ON SHEET 4 OF 4 HEREIN ARE EACH HEREBY DECLARED TO BE A NATIVE GROWTH PROTECTION AREA ("NGPE'') SUBJECT TO THE EASEMENTS DEPICTED ON OR OTHERWISE REFERRED TO ON THIS SHORT PLAT'] and (b) The cross-hatched areas on Sheet 4 of 4 of the Recorded Short Plat (and the explanation of the cross-hatching noted in the LEGEND on Sheet 4 of 4 of the Recorded Short Plat). covenants-Cedar Highlands Short Plat F5 (DLlI 6-13-2016) Page 6 one of the Areas of Common Responsibility maintained by the Association or (b) maintained by a Local Jurisdiction. 4.3. Responsibility for Repair and Replacement. Each Owner's responsibility for maintenance of that Owner's Lot shall include responsibility for repair and replacement, as necessary, to maintain the property, including the home (if any), landscaping, and all other improvements on such Lot. Repair and replacement shall include improvement, if necessary, to comply with applicable building codes or other regulations. By virtue of taking title to a Lot, each Owner covenants and agrees with all other Owners to carry property insurance for the full replacement cost of all insurable improvements on that Owner's Lot, less a reasonable deductible. Each Owner further covenants and agrees that in the event of damage to or destruction of structures on or comprising such Owner's Lot, the Owner shall promptly commence and complete repair or reconstruction in a manner consistent with (a) the original construction or (b) such other plans and specifications as are approved by the building department or division of the City of Renton. Alternatively, the Owner shall clear the Lot and maintain it in a neat and attractive condition. The Owner shall pay any costs not covered by insurance proceeds. 4.4. Remedies for Failure to Maintain. If any Owner shall fail to conduct maintenance on such Owner's Lot as required by this Article to maintain the Lot in the same condition as a reasonably prudent homeowner, or in a manner which preserves the drainage for other Lots, any other Owner may notify the nonperfonming Owner and the Association in wrrting of the maintenance required. If the maintenance is not perfonmed wrthin thirty (30) days of the date notice is delivered, the Association or the notifying Owner may (a) seek an order of a court declaring the deficiencies to be a nuisance and (b) obtain an injunction to compel the perfonmance of the required maintenance by the nonperfonming Owner. Article V The Association and Its Members 5.1. Function of the Association. The Association is the entity responsible for management, maintenance, operation, and control of the Areas of Common Responsibility. The Association also is the primary entity responsible for enforcement of the Goveming Documents. The Association shall perfonm its functions in accordance with the Governing Documents, the Recorded Short Plat, applicable govemment penmits (if any), the applicable Local Jurisdiction's ordinances, and Washington law. 5.2. Membership. Every Owner is and shall be a Member of the Association. There shall be only one membership per Lot. If a Lot is owned by more than one Person, all co-Owners of such Lot shall share the privileges of such membership, subject to reasonable Board regulation and the restrictions on voting set forth in Section 5.3(c) and in the Bylaws, and all such co-Owners shall be jointly and severally obligated to perfonm the responsibilities of Owners. The membership rights of an Owner that is not a natural person may be exercised by any officer, director, member, partner, or trustee, or by the individual designated from time to time by the Owner in a written instrument provided to the Secretary of the Association. 5.3. Voting. The Association shall have two classes of membership, Class "A" and Class "B: covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 7 (a) Class "A". Class "A" Members shall be all Owners except the Class "B" Member, if any. Class "A" Members shall have one equal vote for each Lot in which they hold the interest required for membership under Section 5.2, except that there shall be only one vote per Lot and no vote shall be exercised for property, if any, which is exempt from assessment under this Declaration. (b) Class "B". The Class "B" Member shall be the Declarant or, if Declarant's rights are assigned, Declarant's assignee. Notwithstanding any provisions of the Bylaws to the contrary, until termination of the Class "B" membership the Class "B" Member may appoint a majority of the members of the Board of Directors. Additional rights of the Class "B" Member may be specified in the relevant section(s) of the Governing Documents. The Class "B" membership shall terminate upon the earlier of (i) five years after expiration of the Class "B" Control Period or (ii) such time as Declarant (in Declarant's sole discretion) so determines and declares in a Recorded instrument. Upon termination of the Class "B" membership, Declarant shall be a Class "A" Member entitled to one Class "A" vote for each Lot, if any, that Declarant owns until such time that Declarant no longer owns any Lot(s). (c) Exercise of Voting Rights. Members may exercise voting rights as set forth in the Bylaws. If any Lot is owned by more than one Person, the vote for such Lot shall be exercised as the co-Owners of such Lot determine among themselves and advise the Secretary of the Association in writing prior to the vote being taken. Absent such advice, the Lot's vote shall be suspended if more than one Person seeks to exercise it. 5.4. Directors. The board of directors of shall consist of at least one but not more than three individuals. The number of directors from time to time shall be as determined in the manner provided in the Bylaws (but a decrease in the number of directors shall not have the effect of shortening the term of any incumbent director); PROVIDED, HOWEVER, consistent with RCW 24.03.100, the number of directors constituting the initial board of directors is hereby fixed as one director, which director shall hold office until the earlier of (a) the initial director's appointment of a substitute initial director who consents to serve or (b) the first annual election of directors. 5.5. Notice. Unless and to the extent that other means of notice is provided for in the Bylaws, any notice provided for in this Declaration shall be served personally or shall be mailed by surface mail, as follows, unless the Board adopts a rule allowing electronic service of notices: (a) If to the Association, (i) to the President or Secretary of the Association at (A) the principal office of the Association or (B) such other address of which the Association has given notice in accordance with this Section or (ii) to the registered agent of the Association, as such registered agent is identified in the records of the Secretary of State of the State of Washington (or any successor agency thereof); (b) If to an Owner, (i) to such Owner at (A) the address of such Owner's Lot or (B) such other address as the Owner has registered with the Association or (ii) to the registered agent of the Owner, as such registered agent is identified in the records of the Secretary of State of the State of Washington (or any successor agency thereof). All such notices shall, for all purposes, be deemed delivered (i) upon personal delivery to the party or address specified above or (ii) on the third day after mailing when mailed by first class mail, postage prepaid, and properly addressed. The Board of the Association may designate additional covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 8 methods of giving notice by promulgation of rules describing the alternative methods of providing notice, including the adoption of providing notice electronically, without using surface mail, or by private parcel delivery service companies. Article VI Powers and Responsibilities 6.1. Maintenance and Repair of Areas of Common Responsibilitv. Commencing with the Recording of the Short Plat or of this Declaration, whichever occurs first, the Association shall maintain and repair the Areas of Common Responsibility [and such portions of additional property (if any)] as called for in this Declaration, the Short Plat, or any contract or agreement for maintenance andlor repair thereof entered into by the Declarant or the Association, including, without limitation, landscaping and other flora, utility areas or improvements, structures, and other improvements. The costs associated with maintenance, repair, monitoring, and replacement of the Areas of Common Responsibility shall be a Common Expense paid for by the Association. The Association is hereby authorized to expend funds needed to carry out its duties described in this Article. 6.2. Insurance. (a) Required Coverages. The Association shall obtain and continue in effect the following types of insurance, if reasonably available, or if not reasonably available, the most nearly equivalent coverages as are reasonably available: (i) Blanket property insurance covering the full replacement cost of all insurable improvements (if any) under current building ordinances and codes on the Areas of Common Responsibility; (ii) Commercial general liability insurance on the Areas of Common Responsibility, insuring the Owners with limits of (if generally available at reasonable cost, including primary and any umbrella coverage) at least $2,000,000.00 per occurrence with respect to bodily injury, personal injury, and property damage, or such additional coverage and higher limits which a reasonably prudent person would obtain; (iii) Workers compensation insurance and employers liability insurance, if and to the extent required by law; (iv) Directors' and officers' liability coverage; (v) Commercial crime insurance, including fidelity insurance covering all Persons responsible for handling funds in an amount determined in the Owners' best business judgment. Fidelity insurance policies shall contain a waiver of all defenses based upon the exclusion of Persons serving without compensation; and (vi) Such additional insurance as the Board, in its best business judgment, determines advisable. Premiums for all insurance on the Areas of Common Responsibility shall be Common Expenses. covenants-Cedar Highlands Short Plat F5 (OLH 6-13-2016) Page 9 (b) Policy Requirements. The Association shall arrange for an annual review of the sufficiency of its insurance coverage by one or more qualified Persons, at least one of whom must be familiar with insurable replacement costs in Western Washington. All policies shall provide for a certificate of insurance to be fumished to the Association. The policies may contain a reasonable deductible, and the amount thereof shall not be subtracted from the face amount of the policy in detenmining whether the policy limits satisfy the requirements of Section 6.2(a). In the event of an insured loss, the deductible shall be treated as a Common Expense in the same manner as the premiums for the applicable insurance coverage. However, if the Association reasonably determines that the loss is the result of the negligence or willful misconduct of one or more Owners and/or their guests, invitees, and/or lessees, then the other Owners may seek repayment of the full amount of such deductible against such Owner(s) and their Lot(s). (c) Restoring Damaged Improvements. In the event of damage to or destruction of any of the Areas of Common Responsibility, the Association shall file and adjust all insurance claims and obtain reliable and detailed estimates of the cost of repairing or restoring the property to substantially the condition in which it existed prior to the damage, allowing for changes or improvements necessitated by changes in applicable codes. 6.3. Compliance and Enforcement. Every Owner and occupant of a Lot or home on a Lot shall comply with the Governing Documents. The Board may (a) promulgate rules and (b) impose sanctions for violation of the Governing Documents after notice and a hearing in accordance with the procedures set forth in the Bylaws or rules adopted by the Board. Sanctions for violation may include, without limitation: (i) Imposing reasonable monetary fines which shall constitute a lien upon the violator's Lot. (In the event that any occupant, guest, or invitee of an Owner's home on a Lot violates the Governing Documents and a fine is imposed, the fine shall first be assessed against the violator; provided, if the fine is not paid by the violator within the time period set by the Board, the Owner shall pay the fine upon notice from the Board); (ii) Suspending an Owner's right to vote; (iii) Exercising self-help or taking action to abate any violation of the Governing Documents in a non-emergency situation; and (iv) damages or both. Bringing suit at law or in equity to enjoin any violation or to recover monetary Any and all remedies set forth in the Goveming Documents shall be cumulative of any remedies available at law or in equity. In any action to enforce the Governing Documents, if the Association prevails, it shall be entitled to recover all costs, including, without limitation, attorneys fees and court costs, reasonably incurred in such action. The Association shall not be obligated to take any action if the Board reasonably detenmines that the Association's position is not strong enough to justify taking such action that the covenant, Use Restriction, or Rule and Regulation being enforced is, or is likely to be construed as, inconsistent with covenants-Cedar Highlands Short Plat FS (DLH 6-13-2016) Page 10 applicable law; or that it is not in the Association's interest, based upon hardship, expenses, or other reasonable criteria to pursue enforcement action. Such a decision shall not (a) be construed a waiver of the right of the Association to enforce such provision at a later time under other circumstances or (b) estop the Association from enforcing any other covenant, Use Restriction, or Rule and Regulation. The Association, by contract or other agreement, may enforce applicable Local Jurisdiction ordinances, if applicable, and permit the Local Jurisdiction to enforce ordinances within the Properties for the benefit of the Association and its Members. While conducting the Association's business affairs, the Board shall act within the scope of the Governing Documents and in good faith to further the legitimate interests of the Association and its Members. In fulfilling its governance responsibilities, the Board's actions shall be governed and tested by the rule of reasonableness. The Board shall exercise its power in a fair and nondiscriminatory manner and shall adhere to the procedures established in the Governing Documents. 6.4. Implied Rights: Board Authority. The Association may exercise any right or privilege (a) given to it expressly by (or reasonably implied from) (i) RCW 64.38 or (ii) the Governing Documents or (b) reasonably necessary to effectuate any such right or privilege. Except as otherwise specifically provided in the Governing Documents, or by law, all rights and powers of the Association may be exercised by the Board without a vote of the membership. The Board may institute, defend, settle, or intervene on behalf of the Association in mediation, binding or nonbinding arbitration, litigation, or administrative proceedings in matters pertaining to the Areas of Common Responsibility, enforcement of the Goveming Documents, or any other civil claim or action. However, the Governing Documents shall not be construed as creating any independent legal duty to institute litigation on behalf of or in the name of the Association or its Members. In exercising the rights and powers of the Association, making decisions on behalf of the Association, and conducting the Association's affairs, Board members shall be subject to, and their actions shall be judged in accordance with, the standards set forth in the Bylaws. 6.5. Indemnification of Officers, Directors, and Others. To the fullest extent permitted by Washington law, the Association shall indemnify every officer, director, volunteer, and committee member of the Association against all damages and expenses, including counsel fees, reasonably incurred in connection with any action, suit, or other proceeding (including settlement of any suit or proceeding, if approved by the then Board of Directors) to which he or she may be a party by reason of being or having been an officer, director, or committee member. The officers, directors, and committee members shall not be liable for any mistake of judgment, negligent or otherwise, except for their own individual willful misfeasance, malfeasance, misconduct, or bad faith. The officers and directors shall have no personal liability with respect to any contract or other commitment made or action taken in good faith on behalf of the Association (except to the extent that such officers or directors may also be Members of the Association). The Association shall indemnify and forever hold each such officer, director, and committee member harmless from any and all liability to others on account of any such contract, commitment, or action. This right to indemnification shall not be exclusive of any other rights to which any present or former officer, director, or committee member may be entitled. The Association shall, as a Common Expense, maintain adequate general liability and officers' and directors' liability insurance to fund this obligation, if such insurance is reasonably available. 6.6. Security. The Association may, but shall not be obligated to, maintain or support certain activities within the Properties designed to make the Properties safer than they otherwise might be. covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 11 Neither the Association nor Declarant shall in any way be considered insurers or guarantors of security within the Properties, nor shall either be held liable for any loss or damage by reason of failure to provide adequate security or ineffectiveness of security measures undertaken. No representation or warranty is made (a) that any systems or measures undertaken, including any mechanism or system for limiting access to the Properties, cannot be compromised or circumvented or (b) that any such systems or security measures undertaken will in all cases prevent loss or provide the detection or protection for which the system is designed or intended. Each Owner acknowledges, understands, and covenants to inform its tenants and all occupants of its Lot that the Association, its Board and committees, and Declarant are not insurers and that each Person using the Properties assumes all risks of personal injury and loss or damage to property, including Lots and the contents of Lots, resulting from acts of third parties. 6.7. Effect of Dissolution of Association. In the event that the Association is dissolved and is no longer licensed as a nonprof~ corporation, the rights and duties of the Association (including, but not limited to, all ownership interest in the Common Areas) shall vest in the Owners, as an unincorporated association. Any Owner of any Lot(s) or any Mortgagee of any such Lot(s) may reinstate the Association's corporate status, or create a successor entity as a successor to the Association, at any time by filing with the State of Washington such documents as required by law to reinstate the Association or create its successor; and upon such reinstatement, the Owners' rights and duties, as described in this Declaration, shall re-vest in the reinstated or successor Association, and all Owners shall be members thereof with all rights to vote provided by law and the organizational documents of the entity. To the greatest extent possible, any successor entity shall be governed by the Articles and Bylaws of the Association as if they had been made to constrtute the governing documents of the successor entity. Article VII Finances 7.1. Budgeting Assessments, and Allocating Common Expenses. The Association is entitled to make assessments and collect funds from the Owners for payment of Common Expenses, to the extent permitted by RCW 64.38. 7.2. Obligation for Assessments. Each Owner, by accepting a deed or entering into a Recorded contract of sale for the purchase of any Lot, is deemed to have covenanted and agreed to pay all assessments authorized by RCW 64.38. All assessments, together with interest (computed from its due date at a rate of 12% per annum or such other rate as the Board may establish, subject to the limitations of Washington law), late charges, costs, and reasonable attomeys fees, shall be the personal obligation of each Owner and a lien upon each Lot until paid in full. Upon a transfer of title to a Lot, the grantee shall be jointly and severally liable for any assessments and other charges due at the time of conveyance. No Owner is exempt from liability for assessments by nonuse of Areas of Common Responsibility, abandonment of the Owner's Lot, or any other reason. The obligation to pay assessments is a separate and independent covenant on the part of each Owner. Article VIII Additional Rights Reserved to Declarant 8.1. Right to Develop. Declarant and Declarant's employees, agents, and designees shall have a right of access and use and an easement over and upon all of the Areas of Common Responsibility for the purpose of making, constructing, and installing such improvements to the Areas of Common Responsibility as Declarant deems appropriate in its sale discretion, so long as such covenants·Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 12 ----------------------------- improvements are not inconsistent with (a) the permitted uses and purposes of the Areas of Common Responsibility or (b) applicable law. 8.2. Right to Approve Additional Covenants. No Person shall Record any declaration of covenants, conditions, and restrictions or similar instrument affecting any portion of the Properties without Declarant's review and written consent. Any attempted Recording without such consent shall result in such instrument being void and of no force and effect unless subsequently approved by written consent signed and Recorded by Declarant. 8.3. Right to Transfer or Assign Declarant Rights. Any or all of Declarant's special rights and obligations set forth in this Declaration or the Bylaws may be transferred in whole or in part to other Persons; provided, the transfer shall not reduce an obligation nor enlarge a right beyond that which Declarant has under this Declaration. No such transfer or assignment shall be effective unless it is in a written instrument signed and Recorded by Declarant. The foregoing sentence shall not preclude Declarant from permitting other Persons to exercise, on a one-time or limited basis, any right reserved to Declarant in this Declaration where Declarant does not intend to transfer such right in its entirety, and in such case it shall not be necessary to Record any written assignment unless necessary to evidence Declarant's consent to such exercise. 8.4. Termination of Rights. The rights contained in this Article shall not terminate until the earlier of (a) 10 years from the date this Declaration is Recorded, (b) Recording by Declarant of a written statement that all Lot and home sales activity on the Lots has ceased, or (c) all of the Lots have been sold to non-Builder parties. Article IX Easements for Maintenance, Emergency, and Enforcement Declarant grants to the Association easements over the Properties as necessary to enable the Association to fulfill its maintenance responsibilities under Sections 4.1 and 6.1. The Association shall also have the right, but not the obligation, to enter upon any Lot for emergency, security, and safety reasons to (a) perform maintenance and (b) inspect to ensure compliance with and to enforce the Declaration and any adopted Rules and Regulations. Such right may be exercised by (i) the duly authorized agents and assignees of the Association and (ii) all emergency personnel in the performance of their duties. Except in an emergency situation, entry shall only be during reasonable hours and after notice to the Owner. Article X Attorneys Fees and Expenses In the event any action is taken to interpret or enforce the terms of this Declaration, including the commencement of arbitration or litigation, all reasonable attorneys fees and litigation expenses and costs incurred to protect or enforce the prevailing party's rights under this Declaration shall be paid or reimbursed by the other part(ies). The litigation expenses reimbursable shall include, but not be limited to, expert witness fees, legal assistants, transcripts, photocopy charges, and telephone charges. Article XI Amendment of Declaration 11.1. By Declarant. In addition to specific amendment rights, if any, granted elsewhere in this Declaration, until conveyance of the first Lot to a Person other than a Builder, Declarant may unilaterally amend this Declaration for any purpose. Thereafter, Declarant may unilaterally amend this Declaration if such amendment is necessary (a) to bring any provision into compliance with any applicable covenants-Cedar Highlands Short Plat f'5 (DLH 6·13-2016) Page 13 governmental statute, rule, regulation, or judicial determination; (b) to enable any reputable title insurance company to issue title insurance coverage on the Lots; (c) to enable any institutional or governmental lender, purchaser, insurer, or guarantor of mortgage loans, including, for example, the Federal National Mortgage Association or Federal Home Loan Mortgage Corporation, to make, purchase, insure, or guarantee mortgage loans on the Lots; or (d) to satisfy the requirements of any local, state, or federal governmental agency; provided, however, any such amendment shall not adversely affect the title to any Lot unless the Owner shall consent in writing to such amendment. 11.2. By Owners. Except as otherwise specifically provided above and elsewhere in this Declaration, this Declaration may be amended only by both (a) the affirmative vote or written consent, or any combination thereof, of at least 67% of the Owners and (b) Declarant's consent, so long as Declarant owns any of the Lots subject to this Declaration. Notwithstanding the above, the percentage of votes necessary to amend a specific clause shall not be less than the prescribed percentage of affirmative votes required for action to be taken under that clause. 11.3. Validity and Effective Date. No amendment may remove, revoke, or modify any right or privilege of Declarant without Declarant's written consent. If an Owner consents to any amendment to this Declaration or the Bylaws, it will be conclusively presumed that such Owner has the authority to consent, and no contrary provision in any Mortgage or contract between the Owner and a third party will affect the validity of such amendment. Any amendment shall become effective upon Recording, unless a later effective date is specified in the amendment. Any procedural challenge to an amendment must be made within six months of its Recording or such amendment shall be presumed to have been validly adopted. In no event shall a change of conditions or circumstances operate to amend any provisions of this Declaration. 11.4. Headings. The article headings and the section headings in this Declaration are for convenience only and are not intended to modify or define the contents of the articles and sections in anyway. 11.5. Exhibits. Exhibit "A" attached to this Declaration is hereby incorporated by this reference and amendment of such exhibit shall be governed by this Article. IN WITNESS WHEREOF, the undersigned Declarant has executed this Declaration the date and year first written above. STATE OF WASHINGTON ss. COUNTY OF KING MERLINO LAND DEVELOPMENT CO., INC., a Washington corporation BY:=-~77~~~~~~ ________ __ Gary M. Merlino, President I certify that I know or have satisfactory evidence that Gary M. Merlino is the person who appeared before me and acknowledged that he signed the instrument, on oath stated he was authorized to execute this instrument and acknowledged it as the President of MERLINO LAND covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 14 DEVELOPMENT CO., INC., a Washington corporation, to be the free and voluntary act of such corporation for the uses and purposes mentioned in the instrument. SUBSCRIBED and SWORN to before me this __ day of _______ 2016. (printed name):--,,-_________ _ NOTARY PUBLIC My Commission expires: ________ _ covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 15 EXHIBIT "A" Land Submitted to the Declaration Lots 1 through 7 and Tract A, City of Renton Short Plat No. LUA14-568-SHPL-A, as recorded in Volume _ of Short Plats, pages _-_, and recorded at King County Recording Number _________ _ covenants-Cedar Highlands Short Plat FS (DLH 6-13-2016) Page 16 BYLAWS OF CEDAR HIGHLANDS HOMEOWNERS ASSOCIATION (A WASHINGTON NONPROFIT CORPORATION) ARTICLE I. OFFICE The principal office of the Association may be located' wherever the Board of Directors ("Board") designates. ARTICLE 2. MEMBERSHIP The Association shall have two classes of membership, Class "A" and Class "B", as explained in the DECLARATION OF COVENANTS, CONDITIONS, AND RESTRICTIONS FOR CITY OF RENTON SHORT PLAT LUAI4-568-SHPL-A (AKA THE "CEDAR HIGHLANDS SHORT PLAT"), as amended from time to time ("Declaration"). The rights of Members shall be as set forth in the Declaration, as amended. Every person or entity who is an Owner of any Lot (as "Owner" and "Lot" are defined in the Declaration) as evidenced by acceptance of a deed for, or recordation of any other instrument signifYing ownership of, such Lot shall by virtue thereof automatically be a Member of the Association. Membership may not be separated from ownership of any Lot. All Members shall have rights and duties as specified in the Declaration and in the Articles and these Bylaws of the Association. ARTICLE 3. NOTICES Section 3.1. Notice. Except as otherwise provided in the Declaration or these Bylaws, all notices, demands, bills, statements, or other communications under the Declaration or these Bylaws shall be in writing and shall be deemed to have been given if delivered personally or if sent by United States mail, first class postage prepaid: 3.1.1. If to a Member, at the address of the Lot of such Member; or 3.1.2. If to the Association, the Board, or a managing agent, at the principal office of the Association or the managing agent or at such other address as shall be designated by notice in writing to the Members pursuant to this Section; or 3.1.3. If to any committee of the Association, at the principal office of the Association or at such other address as shall be designated by notice in writing to the Members pursuant to this Section. Section 3.2. Owner's Alternative Address. An Owner taking title to a Lot has a duty to provide the Association notice of the Owner's name and address within seven (7) days of transfer of title. An Owner may provide the Association notice of an alternative mailing address, that is, one different from the address of the Lot. Such notice is effective only if sent to the Association by certified mail return receipt requested. BYLAWS Of." CEDAR HIGHLANDS HOMEOWNERS ASSOCIATION lof9 DRAFT 6/1312016 ARTICLE 4. MEMBERS' MEETINGS Section 4.1. Annual Meeting. The annual meeting of the Members shall be held each year for the purpose of electing Directors and transacting such other business as may come before the meeting. If the election of Directors is not held by December 15, the election shall be held at a special meeting of the Members called as soon thereafter as practicable. Section 4.2. Special Meetings. The President or the Board may call special meetings of the Members for any purpose. At the written request of not less than twenty percent (20%) of the Class "A" Members of the Association entitled to vote, the President shall call a special meeting of the Members, which date shall not be more than 50 days after the Association's receipt of the written request. Section 4.3. Place of Meeting. All meetings shall be held at the principal office of the Association or at such other place designated by the Board. Section 4.4. Notice of Meeting. When calling an annual or special meeting of Members, the Board shall cause to be delivered to each Member entitled to vote at the meeting, either personally or by mail not less than 14 nor more than 50 days before the meeting, written notice stating the place, day, and time of the meeting, and the agenda for the meeting. If an amendment to the Bylaws, removal of a director, or change in a budget which will result in a change of an assessment obligation, is proposed, a general description of such action proposed shall be included with the notice. Placing such notice in the United States mail, postage prepaid, and addressed to a Member at his last known postal address constitutes delivery of notice of the meeting. Section 4.5. Action by Members without a Meeting. Any action required or permitted to be taken at a Member's meeting may be taken without a meeting if a written consent setting forth the action so taken is approved and signed by a sufficient number of Members entitled to vote. The number of affirmative votes needed to take any action shall be determined by the same rules that apply to a meeting in person, with the total number of written responses determining the existence of a quorum and the number of affirmative votes needed at any meeting in which a quorum is present determining whether the proposed action is approved. Any such consent shall be inserted in the minute book as if it were the minutes of a Members' meeting. Section 4.6. Ouorum. A minimum of forty-three percent (43%) of the Members of the Association entitled to vote, represented in person, by proxy, by consent, or by telephone, shall constitute a quorum at a Members' meeting. If there is less than a quorum at a meeting, a majority of the Owners present or represented by proxy may adjourn the meeting, and fifty percent (50%) of the number of Owners represented in person or by proxy at the adjourned Members' meeting shall constitute a quorum for the purpose of any rescheduled meeting. The Members present at a duly organized meeting may continue to transact business until adjournment, notwithstanding the withdrawal of enough Members to leave less than a quorum. BYLAWS OF CEDAR HIGHLANDS HOMEOWNERS ASSOClA TION 20f9 DRAIT 6/1312016 Notwithstanding the foregoing, and pursuant to RCW 64.38.025(3), unless a majority of Members, in person or by proxy, reject a budget proposed by the Board, the budget is approved, whether or not a quorum of Members is present. ARTICLE 5. VOTING Section 5.1. Membership; One Vote Per Lot. 5.1.1. The Owner of each Lot is entitled to one vote. There shall be only one membership per Lot. 5.1.2. The membership rights of an Owner that is not a natural person may be exercised by any officer, director, partner, or trustee, or by the individual designated from time to time by the Owner in a written recorded provided to the Secretary of the Association. 5.1.3. An Owner may be one or more entities. If multiple Owners ofa Lot cannot agree on a vote, their vote will not be counted, even though the Owners may be counted for purposes of constituting a quorum. Section 5.2. Board Discretion. The manner and method of voting is left to the discretion of the Board. Members' votes may be solicited and tabulated by means other than personal attendance at meetings, such as by mail, proxy, or electronic transmission. 5.2.1. A Member may vote by written consent. 5.2.2. At all Members' meetings a Member may vote by proxy executed in writing by the Member or by his attorney in fact. Such proxy shall be filed with the Secretary of the Association before the counting of votes. Unless otherwise provided in the proxy, a proxy shall be invalid eleven (II) months after the date of its execution. Section 5.3. Cumulative Voting. There shall be no cumulative voting. Section 5.4. Adjournments. Members' meetings may be adjourned to a time and place certain without new notice of the meeting being given. ARTICLE 6. BOARD OF DIRECTORS Section 6.1. General Powers; Delegation. The business and affairs of the Association shall be managed by the Board. The Board has such duties and authority as stated in the Declaration, RCW 24.03, RCW 64.38, and common law. The Board may delegate the following day-to-day management duties of the Association to any officer of the Association, or to a managing agent not a Member of the Board or the Association: 6.1.1. Supervision of the accounting records of the Association, and the authority to obtain or provide accounting services; 6.1.2. Collection of general or special assessments; BYLAWS OF CEDAR HIGHLANDS HOMEOWNERS ASSOCIATION 30f9 DRAFT 6/1312016 6.1.3. Performance and supervIsIOn of maintenance of the Areas of Common Responsibility of the Association (the term "Areas of Common Responsibility" shall have the meaning defined in the Declaration); 6.1.4. Scheduling and providing notice of meetings, and providing any other information to the Members that the officer or managing agent deems advisable in the administration of the Association's business; 6.1.5. Procurement of insurance and legal assistance; 6.1.6. Proposal of late charges, rules and fines for their violation; and notification of the imposition of late charges or fines for violation of rules of the Association, calculation of the amount of any late charge or fine proposed for such violation and referral of the proposed late charge or fine to the Board for action; provided, that any late charge or fine imposed shall only be imposed after action by the Board taken in compliance with RCW 64.38.020( II). 6.1.7. All acts which are described in writing by a resolution adopted by the Board in the manner described in the Declaration, the Articles or these Bylaws, and are assigned to such officer or managing agent by the terms ofthe resolution so adopted. Section 6.2. Number. Term of Office, and Oualification. After expiration of the Class "B" Period, the Board shall be composed of not less than one (I) and not more than three (3) Directors, with positions designated as Position I and so forth on to Position 3, as the case may be. 6.2.1. The number of Directors shall be decided by the Board before an election. The Board may not decrease the number of directors if doing so would shorten the term of one director. 6.2.2. The term of office shall be two (2) years, and, if there are multiple directors, the term of each shall be staggered so that odd·numbered positions (I and 3) expire in odd·numbered years (e.g., 2019, 2021, 2023, etc.), and the even·numbered position (2) expires in even·numbered years (e.g., 2018, 2020, 2022, etc.). Notwithstanding the immediately prior sentence, if the Board decides that there will be multiple directors, one Director elected at the initial annual meeting at the close of the Class "B" Period shall be elected for a term of one·year in order to effectuate the above over time. Each Director shall hold office until his successor shall have been elected and qualified unless he or she resigns or is removed. Directors need not be Members of the Association. Section 6.3. Regular Board Meetings. A regular Board meeting shall be held without notice immediately after and at the same place as the annual meeting of Members. By resolution, the Board may provide the time and place either within or without the State of Washington for holding additional regular meetings without other notice than such resolution. All meetings held by the Board shall be open to any Member except as otherwise provided by RCW 64.38.035(2). BYLAWS OF CEDAR HIGHLANDS HOMEOWNERS ASSOCIA nON 40f9 DRAFT 61t312016 Section 6.4. Special Board Meetings. Special Board meetings may be called by or at the request of the President or any two (2) Directors. The person or persons authorized to call special meetings may fix any place either within or without the State of Washington as the place for holding any special Board meeting called by them. All meetings held by the Board shall be open to any Member except as otherwise provided by RCW 64.38.035(2). Section 6.5. Notice. Written notice of each special Board meeting shall be delivered personally, by facsimile, or mailed to each Director at his business or residential address at least three (3) days before the meeting. If sent by facsimile, it shall be deemed to be delivered when the transmitting party receives an electronic confirmation of receipt by the recipient's facsimile machine. If such notice is mailed, it shall be deemed to be delivered three (3) business days after it is deposited in the United States mail properly addressed, with postage prepaid. The attendance of a Director at a meeting shall constitute a waiver of notice of such meeting, except where a Director attends a meeting for the express purpose of objecting to the transaction of any business because the meeting is unlawfully called or convened. Neither the business to be transacted at, nor the purpose of, any regular or special meeting of the Board need be specified in the notice or waiver of notice of such meeting. Section 6.6. Quorum. A majority of the Directors shall constitute a quorum for the transaction of business at any Board meeting but, if less than such majority be present at a meeting, a majority of the Directors present may adjourn the meeting from time to time without further notice. Section 6.7. Manner of Acting. The act of the majority of the Directors present at a meeting at which a quorum is present shall be the act of the Board. Section 6.8. Vacancies. Any vacancy occurring on the Board may be filled by the affirmative vote ofa majority ofthe remaining Directors though less than a quorum of the Board. A Director appointed by the Board to fill a vacancy shall serve out the unexpired term of his predecessor in office. Section 6.9. Removal. At a meeting of Members called for that purpose, one or more Members of the Board (including the entire Board) may be removed, with or without cause, by an affirmative vote of two-thirds of the Members entitled to vote on election of Directors, in person or by proxy at a Special Meeting. Section 6.10. Compensation. No Director shall receive compensation for any service rendered to the Association. A Director may be reimbursed for actual expenses incurred in the performance of duties. Section 6.11. Presumption of Assent. A Director of the Association present at a Board meeting at which action on any corporate matter is taken shall be presumed to have assented to the action taken unless his dissent is entered in the minutes ofthe meeting or unless he files his written dissent to such action with the person acting as the Secretary of the meeting before the adjournment thereof or unless he forwards such dissent by registered mail to the Secretary of the BYLAWS OF CEDAR HIGHLANDS HOMEOWNERS ASSOCIATION 50f9 DRAFT 6/1312016 Association immediately after the adjournment of the meeting. A Director who voted in favor of such action may not dissent. Section 6.12. Action by Directors without a Meeting. Any action required or permitted to be taken at a meeting of the Board may be taken without a meeting if a written consent setting forth the action to be taken is signed by each and every one of the Directors. Any such written consent shall be inserted in the minute book as if it were the minutes of a Board meeting. ARTICLE 7. OFFICERS Section 7.1. Number. The officers of the Association shall be a President, a Vice President, a Secretary and a Treasurer, each of whom shall be elected by the Board. Such other officers and assistant officers as may be deemed necessary may be elected or appointed by the board. Any two or more offices may be held by the same person, except the offices of President and Secretary. Section 7.2. Election and Term of Office. The officers of the Association shall be elected annually by the Board at the Board meeting held after the annual meeting of the Members. If the election of officers is not held at that meeting, the election shall be held soon thereafter. Each officer shall hold office until the next annual meeting and until that officer's successor is elected and qualified unless that officer is removed or a vacancy occurs. Section 7.3. Removal. Any officer or agent elected or appointed by the Board may be removed by the Board whenever in its judgment the best interests of the Association would be served by that removal. Section 7.4. Vacancies. A vacancy in any office because of death, resignation, removal, disqualification or otherwise, may be filled by the Board for the unexpired portion of the term. Section 7.5. President. The President shall be the principal executive officer of the Association and, subject to the Board's authorization and control, shall supervise all of the business and affairs of the Association. When present, the President shall preside over all Members' meetings and over all Board meetings. With the Secretary or other officer of the Association authorized by the Board, the President may prepare, execute, certifY, and record amendments to the Association's governing documents, and sign deeds, easements, licenses, bonds, contracts, or other instruments that the Board has authorized to be executed, except when the signing and execution thereof has been expressly delegated by the Board or by these Bylaws to some other officer or agent of the Association or is required by law to be otherwise signed or executed by some other officer or in some other manner. In general, the President shall perform all duties incident to the office of President and such other duties as may be prescribed by the board from time to time. Section 7.6. Vice President. In the absence of the President or in the event of the President's death, inability, or refusal to act, the Vice President shall perform the duties of the President, and when so acting, shall have all the powers of and be subject to all the restrictions BYLAWS OF CEDAR HIGHLANDS HOMEOWNERS ASSOCIATION 60f9 DRAFT 611312016 -----------------------------------------~ upon the President. The Vice President shall perfonn such other duties as from time to time may be assigned by the President or by the Board. Section 7.7. Secretary. The Secretary shall: (a) keep the minutes of Members' and Board meetings in one or more books provided for that purpose; (b) see that all notices are duly given in accordance with the provisions of these Bylaws or as required by law; (c) be custodian of the corporate records of the Association; (d) keep a register of the post office address of each Member as furnished to the Secretary by each Member; (e) have general charge of the Membership books of the Association; and (I) in general, perfonn all duties incident to the office of Secretary and such other duties as from time to time may be assigned to the Secretary by the President or by the Board. Section 7.8. Treasurer. The Treasurer shall have primary responsibility for oversight of all financial matters for the Association, including preparation of the budget as provided for in the Declaration, preparing and delivering the annual financial report, and insuring that the financial records of the Association have been maintained properly and in accordance with good accounting practices. The Treasurer may delegate all or part of the preparation and notification duties to a finance committee, a management agent, or both. ARTICLE 8. COMMITTEES Section 8.1. The Board may appoint such committees as it deems appropriate to perform such tasks and to serve for such periods as the Board may designate by resolution. ARTICLE 9. CONTRACTS. LOAN, CHECKS AND DEPOSITS Section 9.1. Contracts. The Board may authorize any officer or officers, agent or agents, to enter into any contract or execute and deliver any instrument in the name of and on behalf of the Association, and such authority may be general or confined to speci fic instances. Section 9.2. Loans. No loans shall be contracted on behalf of the Association and no evidences of indebtedness shall be issued in its name unless authorized by a resolution of the Board. Such authority may be general or confined to specific instances. Section 9.3. Loans to officers and Directors. No loans shall be made by the Association to its officers or Directors. Section 9.4. Checks, drafts, bank accounts. All checks, drafts or other orders for the payment of money, notes or other evidences of indebtedness issued in the name of the Association shall be signed by suc~ officer or officers, agent or agents, of the Association and in such manner as is from time to time detennined by resolution of the Board. All funds of the Association shall be deposited in bank accounts in the name of the Association, and shall not be commingled with the funds of any other Association or person. BYLAWS 010' CEDAR HIGHLANDS HOMEOWNERS ASSOCIATION 70f9 DRAI<~r 6/1312016 Section 9.5. Deposits. All funds of the Association not otherwise employed shall be deposited from time to time to the credit of the Association in such banks, trust companies or other depositories as the Board may select. Section 9.6. Association Records. 9.6.1. The Association or its managing agent shall keep financial and other records sufficiently detailed to enable the Association to fully declare to each Owner the true statement of its financial status. All financial and other records of the Association, including but not limited to checks, bank records, and invoices, in whatever form they are kept, are the property of the Association. Each Association managing agent shall turn over all original books and records (including electronic records) to the Association immediately upon termination of the management relationship with the Association, or upon such other demand as may be made by the board of directors. An Association managing agent is entitled to keep copies of Association records. All records which the managing agent has turned over to the Association shall be made reasonably available for the examination and copying by the managing agent. 9.6.2. All records of the Association, including the names and addresses of Owners and other occupants of the Lots, shall be available for examination by all Owners, holders of mortgages on the Lots, and their respective authorized agents on reasonable advance notice during normal working hours at the offices of the Association or its managing agent. The Association shall not release the unlisted telephone number of any Owner. The Association may impose and collect a reasonable charge for copies and any reasonable costs incurred by the Association in providing access to records. 9.6.3. At least annually, the Association shall prepare, or cause to be prepared, a financial statement of the Association. If the Association's total annual assessments are fifty thousand ($50,000) dollars or more, its financial statements shall be audited at least annually by an independent certified public accountant, but the audit may be waived if at least sixty-seven percent (67%) of the votes cast by Owners, in person or by proxy, at a meeting of the Association at which a quorum is present, vote to waive the audit. ARTICLE 10. FISCAL YEAR The fiscal year of the Association shall be the calendar year. ARTICLE 11. WAIVER OF NOTICE Whenever any notice is required to be given to any Member or director of the Association under the provisions of these Bylaws or under the provision of the Articles of Incorporation or under the provisions of RCW 64.38, or under the provisions of the Washington Nonprofit Corporation Act, a waiver thereof in writing, signed by the person or persons entitled to such notice, whether before or after the time stated therein, shall be deemed equivalent to the giving of such notice. BYLAWS OF CEDAR HIGHLANDS HOMEOWNERS ASSOCIATION 80f9 DRAFT 6/1312016 ARTICLE 12. INDEMNIFICATION To the full extent pennitted by the Washington Nonprofit Corporation Act the Association shall indemni fY any person who was or is a party or is threatened to be made a party to any civil, criminal, administrative or investigative action, suit or proceeding (whether brought by or in the right of the Association or otherwise) by reason of the fact that he is or was a Director or officer of the Association, or is or was serving at the request of the Association as a Director or officer of another Association, against expenses (including attorney's fees), judgments, fines and amounts paid in settlement actually and reasonably incurred by him in connection with such action, suit or proceeding; and the Board of Directors may, at any time, approve indemnification of any other person which the Association has the power to indemnifY under the Washington Nonprofit Corporation Act. The indemnification provided by this section shall not be deemed exclusive of any other rights to which a person may be entitled as a matter of law or by contract. ARTICLE 13. AMENDMENTS Before the expiration of the Class "B" Period, these Bylaws may be amended by the Class "B" Member. After the expiration of the Class "B" Period, these Bylaws may be amended at a regular or special meeting of the members by a vote of a majority of the members of the Association present in person or by proxy, provided that prior notice of the text of any proposed amendment to the Bylaws has been distributed to all Members. certifY that the foregoing Bylaws were unanimously adopted this __ day of ___ --', 201_ by the Director(s). RYLA WS OF CEDAR HIGHLANDS HOMEOWNERS ASSOCIATION CEDAR HIGHLANDS HOMEOWNERS ASSOCIATION, a Washington nonprofit corporation By Its President Attest: By: Its Secretary DRAFT 6/13/2016 90f9 CITY OF RENION RECEI\I!=O !JUN 1420\6 DiOViO~OPMENT City'of-Renton Short Plat No. LUA14-568-SIff'f,:6A Cedar Highlands Short Plat (formerly known as Merlino Short Plat) Confirmation of Compliance with the Mitigation Measures (Conditions of Short Plat Approval) The mitigation measures (which are numbered 1 through 7) are setforth on page 17 of18 (the decision page) of the September IS, 2014 Environmental Review Committee Report and Administrative Short Plat Report & Decision for Short Plat No. LUAI4-568-SHPL-A signed by Renton Planning Director Jennifer Henning on September 19, 2014. (A copy of pages 1 through 18 of the Report & Decision is attached hereto for reference as Attachment I.») Compliance with Mitigation Measure l.a Both (I) the layout ofthe subject short plat's lots and tracts and (2) the short plat project's infrastructure improvements were designed in conformance with both (a) The April 23, 2014 report prepared by Icicle Creek Engineers, Inc. entitled "Geotechnical Engineering Services Critical Areas Report, Merlino Short Plat Proposed 7-Lot Residential Development, Renton Washington, ICE FILE NUMBER 0864-002" and (b) The April 23, 2014 report prepared by Icicle Creek Engineers, Inc. entitled "Geotechnical Engineering Services Coal Mine Hazard Assessment, Merlino Short Plat Proposed 7-Lot Residential Development, Renton Washington, ICE FILE NUMBER 0864-002." Following the independent secondary review ofthose two reports by Associated Earth Sciences, Inc. (AESI) (a secondary review that the City summarized on page 5 of 18 of the above-noted attached Report & Decision), (i) the civil construction drawings embodying those designs were approved by the City and (ii) the project's infrastructure improvements have now nearly been completed. In regard to paragraphs i and ii of Mitigation Measure I.a, note that (I) Sheet 3 of 4 of the set of short plat sheets for recording submitted for City. approval reflects both (a) the 25-foot-wide minimum rear yard setback distance from the top of the engineered protected slope and (b) the IO-foot- wide minimum side yard setback distance from the top of the engineered protected slope; and (2) SETBACK NOTE 1 on Sheet 2 of 4 of the set of short plat sheets provides Page 1 06113/2016 ------------~ additional infonnation (a) relating to the history of the design and construction of the engineered protected slope, (b) referencing Icicle Creek Engineers, Inc.' s April 23, 2014 "Critical Areas Report," and (c) pointing out that that report sets forth the recommendations concerning (i) the 25-foot- wide minimum rear yard building setback distance from the top of the engineered protected slope along the west side of all seven of the proposed lots, (ii) the I O-foot-wide minimum side yard building setback distance from the top of the engineered protected slope to the north of Lot I, and (iii) the 10-foot-wide minimum side yard building setback distance from the top of the engineered protected slope to the south of Lot 7; and (3) SETBACK NOTE 2 on Sheet 2 of 4 of the set of short plat sheets states in relevant part: 2. IN VIEW OF NOTE I, ABOVE, ALL FUTURE OWNERS OF ANY OF THE LOTS ARE HEREBY ADVISED AS FOLLOWS: A. SEE SHEET 3 OF 4 HEREOF REGARDING THE REAR YARD AND SIDE YARD MINIMUM BUILDING SETBACKS FOR ALL STRUCTURES FROM THE ENGINEERED PROTECTED SLOPES. • • • In regard to paragraph iii of Mitigation Measure I.a, note that the applicant's infrastructure contractor, Gary Merlino Construction Co., Inc., has slightly benned/graded the west edge of the plateau near the top of the engineered protected slope to prevent surface water runoff on the slope from the plateau. Note also that the plateau's surface has been graded to slope toward Cedar Avenue (Le., away from the engineered protected slope). Compliance with Mitigation Measure 2 See SETBACK NOTE 2 on Sheet 2 of 4 of the set of short plat sheets, a note that states in relevant part: 2. IN VIEW OF NOTE I, ABOVE, ALL FUTURE OWNERS OF ANY OF THE LOTS ARE HEREBY ADVISED AS FOLLOWS: 06/1312016 • • • Page 2 B. THE REINFORCED SOIL SLOPE (RSS) (AKA "ENGINEERED PROTECTED SLOPE") WAS ONLY EVALUATED FOR SLOPE STABILITY FOR CONSTRUCTION OF A RESIDENCE (TYPICAL TWO- STORY, WOOD-FRAME CONSTRUCTION) ON EACH OF THE SEVEN LOTS. ANY ADDITIONAL STRUCTURE OR ANY OTHER TYPE OF RESIDENCE STRUCTURE PROPOSED TO BE PLACED ON ANY OF THE SUBJECT LOTS MUST FIRST BE EV ALVA TED FOR AND IN RELATION TO STABILITY OF THE SLOPE BY A LICENSED ENGINEERING GEOLOGIST OR PROFESSIONAL ENGINEER EXPERIENCED WITH GEOTECHNICAL MA TIERS, AND ALL REQUIRED PERMIT(S) MUST BE OBTAINED FROM THE CITY OF RENTON PRIOR TO CONSTRUCTION OF ANY SUCH STRUCTURE. Compliance with Mitigation Measure 3 The applicant believes that copies of all known WSDOT Inspector Daily Reports and all known material testing reports of record from the 2009 fill ofthe subject short plat property prepared as part of the "/-405 Renton Stage 2 Design/Build Project" for the widening of Interstate 405 through Renton were submitted to the City of Renton before the City approved the civil construction design drawings for the project. Compliance with Mitigation Measure 4 A Site Map with then-current topographic survey information on it and bearing the Professional Land Surveyors stamp of Core Design surveyor Robert David West with his signature dated January 15, 2015 was submitted to the City as part of the set of civil design drawings during 2015. That Site Map sheet was approved by the City on June 5, 2015 as being in compliance with City of Renton Standards and was filed under City drawing file number R-382302. (See Attachment l for an II" by 17" reduced-size copy of that Site Map sheet.) Compliance with Mitigation Measure 5 No vegetation in the protected slope areas was cut down or otherwise removed during construction of the short plat improvements, other than those directly tied to the construction ofthe cul-de-sac road improvements. Compliance with Mitigation Measure 6 Page 3 0611312016 The applicant has filed an application with and has obtained a Certification oflncorporation from the State of Washington Office ofthe Secretary of State Corporations & Charities Division for the "Cedar Bluff Homeowners Association," the homeowners association that will have shared responsibility for "[b ]asic tree and vegetation maintenance of the portion( s) ofthe two areas ofthe Native Growth Protection Easement ("NGPE") located within Tract A that lie outside of both (i) the 20-foot-wide perpetual ingress/egress easement and the 80-foot-wide soil nails easement set forth in an instrument recorded under King County Recording No. 20110802000538 and (ii) the 12-foot- wide terminable ingress/egress easement under King County Recording No. 2015060000721." [In Attachment 3 (a copy of the 6-13-2016 draft of the DECLARATION OF COVENANTS, CONDITIONS, AND RESTRICTIONS FOR CITY OF RENTON SHORT PLAT LUAI4-568- SHPL-A), see section 4.1 on pages 5 and 6 and see footnote I on page 5.] Compliance with Mi'tigation Measure 7 The location ofthe proposed wood split-rail fence in the southeast portion of Tract A (along and slightly north of the north' boundary of the Class 3 stream buffer) has been specified on the proposed final Landscape Plan sheet and Landscape Schedule & Details sheet (Sheets L2.01 and L2.31 of 2) that are being included as part of the subject submittal package of the short plat for recording. (See Attachment 4 for an II" by IT' reduced-size set of copies of those two sheets.) Sheet 3 of 4 of the set of short plat sheets also depicts the fence location. The fence is to be constructed prior to recording of the short plat. In regard to a requirement for Homeowners Association maintenance ofthat split-rail fence being placed on the face of the short plat, note that the last paragraph of the TRACT A NOTE on Sheet I of 4 of the set of short plat sheets states: SHEET 3 OF 4 HEREOF DEPICTS THE APPROXIMATE LOCATION OF A WOOD SPLIT-RAIL FENCE IN THE SOUTHEAST PORTION OF TRACT A. THAT FENCE IS LOCATED AT OR NORTH OF THE NORTH EDGE OF A CITY OF RENTON-REQUIRED 75-FOOT-WIDE STREAM BUFFER THAT EXTENDS PARTLY INTO TRACT A FROM A CLASS 3 STREAM LYING WITHIN A PARCEL OF LAND TO THE SOUTH OF TRACT A (A PARCEL THAT IS OWNED BY THE STATE OF WASHINGTON). AS PART OF MITIGATION MEASURE 7 OF THE CITY'S SEPTEMBER 19, 2014 ADMINISTRATIVE SHORT PLAT APPROVAL DECISION FOR THIS SHORT PLAT, THE CITY OF RENTON REQUIRES THAT THE CEDAR BLUFF HOMEOWNERS ASSOCIATION MAINTAIN THIS FENCE. INote that a scrivener's error exists in Mitigation Measure 7: namely, that mitigation measure's call for construction of the wood split-rail fence along the south boundary ofthe Class 3 stream buffer. That called- for south location for a wood split-rail fence is obviously an error because (a) situating the split-rail fence along the south boundary ofthe Class 3 stream buffer would not situate the fence between the stream and the short plat's lots and (b) thus would not provide any mitigation for the stream in relation to the project. Page 4 06113/2016 ----------------- Attachment 1 A set of copies of pages I through 18 of the September 15, 2014 Environmental Review Committee Report and Administrative Short Plat Report & Decision under City of Renton Short Plat No. LUA 14-568-SHPL-A signed by Planning Director Jennifer Henning on September 19,2014 follows this page. (Exhibits referenced in that report are intentionally omitted). ENVIRONMENTAL REVIEW COMMITTEE REPORT AND ADMINISTRATIVE SHORT PLAT REPORT & DECISION ERe MEETING DATE: Project Name: Project Number: Project Manager: Owner/ Applicant: Contact: Project Location: Project Summary: Site Area: STAFF RECOMMENDATION: September 15, 2014 Merlino Short Plat LUA14-000568, ECF, SHPL-A, MOD Clark H. Close, Associate Planner Jim Blais, Merlino Land Development Co., Inc., 5050 1" Ave Ste 102, Seattle, WA 98134-2400 Lafe Hermansen, Core Design, Inc. 14711 NE 29 th Place, Ste 101, Bellevue, WA 98007 700-800 Block of Cedar Avenue South / PID 202305-9085 and 000720-0194 The applicant is requesting to subdivide two parcels totaling approximately 160,943 square feet (3.69 acres) into seven single family lots and one tract (Critica[ Area Tract A) in the Residentia[-8 (R-8) zone, resulting in a density of 6.86 dwelling units per net acre .. The site is located southwest of the intersection of South 7th Street and Cedar Avenue South in Renton, Washington. The proposed lots would range in size from 6,595 sf to 7,989 sf, and 'wou[d be accessed' via private driveways from Cedar Avenue South. The project site is roughly 1.5 acres in size and is currently covered In grass. The site was mass graded as part of the [-405 widening project, so there will be minimal grading to construct seven single family lots, stormwater vault and associated utilities, and no clearing. One combined detention and water quality treatment vault will be located at the south end of Cedar Ave S in the cul-de-sac. Half street frontage improvements will be constructed on the west side of Cedar Ave S. The site contains sensitive areas, such as coal mine hazards, erosion hazards, steep slopes, and landslide hazards. The applicant submitted a Technical Information Report, Geotechnical Engineering Services Critical Areas Report, Coal Mine Hazard Assessment, and an exception through a waiver under RMC 4-3-{)50J.5.d for the placement of a wedge- shaped sliver fill and part of a retaining wall within the protected slope area on proposed Tract A. 3.69 acres Staff Recommends that the Environmental Review Committee issue a Determination of Non-Significance -Mitigated (DNS-M). ------------------ Project Location Map --------------------------- p.¥.~:x~~~~~~~~~"',"-y::WW1=1-~~=___RtW:;f:.."'"'"";:;"_if~:&:::";."'~-~S_"'-:;,-iN.,'.'5:::~:;:";;;'~~~f":.,;,~~n_.~~~~~-.-. i::::·~.,.., ... ~~~~,;;"+;;~~m£~' i'--.-q;sg:'~~§-'T-"':~*'=~5; i , ~ :" Oty of Renton Department of Community & Economic Development MERUNO SHORT PLAT Environmental Review Committee Report WAl4-000S68, ECF, SHPL-A, MOO Report of September 1S, 2014 Page 2 of 18 .PART ONE: PROJECT DESCRIPTION I BACKGROUND A_ EXHIBITS: Exhibit 1 Exhibit 2 Exhibit 3 Exhibit 4 Exhibit 5 Exhibit 6 Exhibit 7 Exhibit 8 Exhibit 9 Exhibit 10 Exhibit 11 Exhibit 12 Exhibit 13 Exhibit 14 Exhibit 15 ERC Report Merlino Short Plat Site Plan Existing Conditions Grading and Utility Plan Landscaping Plan Icicle Creek Engineers, Inc. Geotechnical Engineering Services, Critical Areas Report (dated April 23, 2014) Icicle Creek Engineers, Inc. Geotechnical Engineering.5ervices, Coal Mine Hazard Assessment (dated April 23, 2014) Preliminary Technical Information Report prepared by Core Design Inc. (dated April 18,2014) Associated Earth Sciences Inc. (AESI) Contract Agreement Associated Earth Sciences Inc. (AESI) Secondary Review Report (dated June 30, 2014) Icicle Creek Engineers, Inc. Geotechnical, Geologic and Environmental Services Response to AE51 Secondary Review Comments (dated August 6, 2014) Raedeke Associates, Inc. Technical Memorandum, Standard Stream Study (dated August 8, 2014) Muckleshoot Tribe Email: Walter Public Comment Email: Custer AdviSOry Notes to Applicant B. GENERAL INFORMATION: 1. Owner(s) of Record: 2. Zoning Designation: 3. Comprehensive Plan Land Use Designation: 4. Existing Site Use: S. Neighborhood Characteristics: Location Parcel No. Address Site 000720-0194 700-800 Block of 202305-9085 Cedar Ave S North 722140'()281 610 Mill AveS North 780416'()OOO 629 Cedar Ave S South 202305-9163 WSDOT East 329470-0005 1209 S 7'"' St East 329470'()OO6, -0015, 708-818 Cedar -0010, -0021,. -0020, Ave S '()031, '()030, '()032 West 202305-9007 901 Grady Way Jim Blais, Merlino Land Development Co., Inc., 5050 1" Ave Ste 102, Seattle, WA 98134-2400 Residential-8 dulac (R-8) Residential Single Family (RS) Vacant Residentia I Land Use Zoning Residential Single Family Residential-8 Residential Medium Density Residential-10 Residential Single Family Residential-8 Residential Single Family Residential-8 Residential Single Family Residential-8 Residential Single Family Residential-8 Commercial Corridor Commercial Arterial 6. Access: 7. Site Area: Access to the short plat is proposed via private driveways from Cedar Ave S. 160,943 square feet (3.69 acres) ERC and Short Plat Report -Merlino Short Plat r-----------------------------------------------------------------~ -------------------------------------- City of Renton Department of Community & Economic Development MERLINO SHORT PLAT Report of September 15, 2014 C. HISTORICAL/BACKGROUND: Action Comprehensive Plan Zoning Annexation Short Plat D. PROJECT NARRATIVE: land Use File No. N/A N/A N/A LUAOS-093 Ordinance No. 5099 5100 1547 N/A Environmental Review Committee Report LUA14-000S68, ECF,SHPL-A, MOO Page 3 of 1S 11/01/2004 11/01/2004 06/07/1956 01/12/2006 (expired) The applicant is requesting Short Plat approval and Environmental (SEPA) Review for the subdivision of two King County parcels (Parcel Nos. 000720-0194 and 202305-9085) into one tract (Critical Area Tract A) and seven (7) lots for the future construction of single family residences (Exhibit 2). The site is located southwest ofthe intersection of South 7th Street and Cedar Avenue South, in the 700-to-800 block of Cedar Avenue South; specifically, the site is located in the NW X, Section 20, Township 23N, Range 5E, W.M. The subject site is generally rectangular in shape and is bordered by Cedar Crest Condominiums to the north,. single family homes on the east, vacant land to the south, and 1-405 is down the vegetated slope. The 3.69-acre vacant project site is located within the Residential - 8 (R-B) dwelling units per net acre zoning classification. The proposed lots would range in size from 6,595 square feet in area to 7,989 square feet. The lots are positioned within the level, upper area (plateau) of the Engineered Fill. There will be minimal excavation onsite, approximately ±350 cubic yards cut~for foundations and utilities, and approximately ±l00 cubic yards fill (Exhibit 4). Half-street frontage {mprovements on Cedar Avenue South will be completed to provide 13.5 feet of pavement from the right-of-way centerline with a cul-de-sac to be located at the south end of Cedar Avenue South. To construct the cul-de-sac bulb, a "sliver fill" and retaining wall up to 6-feet high and up to 6-feet thick will be required (Exhibit 4). The site was mass graded as part of the 1-405 widening project, so there will be minimal grading to construct the lots, stormwater vault and associated utilities, and no clearing. As part of the improvements, the applicant is seeking an exception through waiver under RMC 4-3-050J.5.d to complete the road widening, stormwater and associated utilities in the protected slope. No vegetation in the protected slope areas should be cut down or otherwise removed during construction of the short plat improvements, other than the cul-de-sac improvements (Le., the small sliver fill and/or retaining wall to the south and southwest edge of the cul-de-sac). Staff will recommend this as a condition of approval of the short plat. The site is underlain by structural fill with a fill slope on the west side of the site to 1-405, creating a bench or nearly-level plateau (slopes from north to south at 1.8 percent) area that extends west of the existing Cedar Avenue South about 112 to 122 feet to the plateau's crest) for future single family development. The site west of the bench slopes steeply toward 1-405, measured at approximately 30 degrees (circa 1.75H:1V). The deepest fill section is 40 feet and is located at the southwest corner of the proposed site. The filled site is underlain by till and bedrock. The southern portion contains areas of medium coal mine hazards, high coal mine hazards and high landslide hazards, as identified by Icicle Creek Engineers Inc. in their Coal Mine Hazard Assessment Report (Exhibit 7). The combined detention and water quality treatment vault will be located in the proposed cul-de- sac. The treated and detained flows will then be discharged west into the existing rock-lined ditch (2:1 slope) north of the WSDOT access road where it will combine with a ditch flowing south towards WSDOT's stream mitigation area on State-owned property. This short plat is an administrative review process. E. PUBLIC SERVICES: 1. Utilities ERe and Short Plat Report -Merlino Short Plat City of Renton Department of Community & Economic Development MERUNO SHORT PLAT Report of September 15, 2014 Environmental Review Committee Report LUAl4-000S68, ECF, SHPL-A, MOD Page 4 of 18 a. Water: Water service is provided by the City of Renton. There is an existing 4-inch water main in Cedar Avenue South and an existing 12-inch water main on the west side of Cedar Avenue South, north of the site. b. Sewer: Sewer service is provided by the City of Renton. There is an existing lO-inch sewer main in Cedar Avenue South. c. Surface/Storm Water: There is an existing 12-inch diameter conveyance system and catch basins along Cedar Avenue South. 2. Streets: There is an existing sidewalk on the east side of Cedar Avenue South. Existing right-of-way width for Cedar Avenue South fronting the site is 40 feet. Existing width of pavement is approximately 22 feet. The plan set submitted to the City of Renton on April 29, 2014 shows the proposed Cedar Avenue South right-of- way section which meets the City of Renton's Residential Access code, including half street frontage improvements of 13.5 feet of pavement width with curb and gutter, an 8-foot planting strip and as-foot sidewalk. 3. Police and Fire Protection: City of Renton Police and Fire Departments would provide service. 4. Schools: The site is within the Renton School District. PART TWO: ENVIRONMENTAL REVIEW In compliance with RCW 43.21C.24O, the following environmental (SEPA) review addresses only those project impacts that are not adequately addressed under existing development standards and environmental regulations. A. Environmental Threshold Recommendation Based on analysis of probable impacts from the proposal, staff recommends that the Responsible Officials: Issue a DNS-M with a 14-day Appeal Period B. Mitigation Measure(s) 1. Project is subject to both Icicle Creek Engineers Inc., Geotechnical Engineering Services Reports, dated April 23, 2014, including but not limited to: a. The applicant shall be required to record on the face of the short plat plan that the rear yard building setback, for all structures, shall be a minimum distance of 25 feet from the Engineered Protected Slope along the west property lines of all seven lots. b. The applicant shall be required to record on the face of the short plat plan that the side yard building setback from the portion of the engineered fill slope area to the north of Lot 1 and to the south of Lot 7 shall be 10 feet for all structures. c. The applicant shall be required to slightly berm/grade the west edge of the plateau at the crest of the Engineered Slope to prevent surface water runoff onto the slope from the plateau. C. Environmentallmpacts The Proposal was circulated and reviewed by variaus City Departments and Divisions to determine whether the applicant has adequately identified and addressed environmental impacts anticipated to occur in conjunction with the proposed development. Staff reviewers have identified that the proposal is likely to have the following probable impacts: 1. Earth Impacts: The future development area of the site can best be characterize~ as flat. Outside the proposed development area, the site is sloping and is characterized primarily by steep slopes (measured at roughly 30 degrees). The applicant is proposing 700 cubic yards of fill for the proposed cul-de-sac portion of the road and anticipating roughly 350 cubic yards of cut for construction of foundations and utilities. ERe and Short Plat Report -Merlino Short Plat ;:SF=t~~~~~:{~~~';3.'ti{·-!\"":>:A.~~i'~YE~~:;i:5~Ef:3£t:i.G.~~3>:;:7:""'Bfl;'::::t:'-:::"B&tt~"'~W;f~:&-~~~~~'\fS!l~-:O-"~~·~~"'"F.:-,:"':£;~~~~~W2:-i!::Z::~~~:{':~?,~~7"\~9 ~ ~ c;ty of Renton Department of Community & Economic Development MERLINO SHORT PIA T Report of September 15, 2014 Environmental Review Committee Report LUAl4-000568, ECF, SHPL-A, MOD Page 5 of 18 The applicant submitted a Geotechnical Engineering Services, Critical Areas Report and Coal Mine Hazard Assessment, dated April 23, 2014 prepared by Icicle Creek Engineers, Inc. (ICE) (Exhibits 6 & 7). The reports state that the engineered fill that was installed as a part ofthe 1-405 widening project was designed such that residences could be constructed on this fill. They further state that CH2M Hill evaluated the stability of the engineered fill for sliding global stability, compound failure, internal stabilitY, and seismic stability; and that the final design of the engineered fill slope required a minimum factor of safety (FOS) of at least 1.5 for all the factors evaluated. Special inspections were performed and completed by Mayes Testing Engineer's Inc. (Mayes) for the construction of the reinforced soil slope constructed on the subject site. On April 23, 2014, Mayes wrote "all work inspected was either performed in acCOrpance with or cotrected to conform to the 1-405 Corridor DeSign Builder's Geotechnical Design Recommendations Memorandum." In ICE's 2014 Coal Mine Hazard Assessment, identifies 12 test pits and three test borings ofthe Merlino Property (2005 Report) andconcludesthat a "High Coal Mine Hazard Area" occurs at the south end of Cedar Ave S. Additional subsurface evaluation, following seven test borings in 2009, indicated that the high coal mine hazard area are consistent with RMC4-3-DSOJ.l Geologic Hazards -Applicability and RMC 4-3-0S0J.2 Geologic Hazards -Special Studies Required. No surface water was observed within the subject site in either 2009 or 2014. as part of ICE's reconnaissance efforts, and boring log information indicates that groundwater was found generally in the Renton Formation, below elevation 100 feet. The Natural Resources Conservation Service has mapped the site soils as Alderwood and Kitsap soils. However, in the area of the site that is proposed for residential development, fill soil was placed in 2009 as part of the WSDOT 1-405 widening project. The City of Renton has identified concerns regarding the compounded impacts placed on the slope through the introduction of seven single family homes, a vault, road improvements to. Cedar Ave S, and the addition of a retaining wall to the steep slope. The improvements to the hillside create a potential for instability on the slope both during and after construction. Specific areas of concern include the following items: 1) existing slope versus designed slope and·their respective factor of safeties; 2) wall design over proposed fill on recently constructed steep slopes; 3) increased drainage discharge ontoWSDOT downstream steep slopes and drainage ditch and how it would affect toe· issues for that existing slope; 4) soil liquefaction; S) slope stability analysis; 6) anticipated weights before and after constructed plat (weight analysis would assume full water weight of soils per cubic feet due to required flow control BMPs for each home.); 7) coal seam impacts from past boring records; and 8) effectiveness of proposed mitigating measures for impacts. As a result 6f these concerns, the City facilitated a contract agreement with Associated Earth Sciences, Inc. (AESI) to engage in an independent secondary peer review of the Icicle Creek reports, as they relate to the steep slope, the proposed project, and the Renton Municipal Code (RMC) Critical Areas Regulations (RMC 4- 3-DSO). The City of Renton's Community Economic Development Department contracted with Associated Earth Sciences Inc. (AESI) to conduct an independent secondary review of the two reports prepared bylcicie Creek Engineers, Inc. (Exhibit 9). AESI provided comments that addressed staff concerns, denoted as items 1-8 as identified (Exhibit 10). The applicant was given the opportunity to respond to the independent secondary review completed by AESI (Exhibit 11). The responses from both AESI and ICE provide adequate comments that address these specific areas of concerns. For example, the 25-foot setback from the top of RSS is a conservative plan and was identified as being within the base assumptions for evaluating the adequate slope stability factor of safety by the COB August 2.009 Memorandum; or the increased stormwater discharge to the current rock-lined ditch has more capacity to· convey the lOa-year undetained peak flow; or the engineer used a conservative traffic surcharge of 250 psf in the slope stability analysis and the final design plans for a typical two-story, wood-frame construction (setback at least 25 feet from the top of the RSS) that provides for adequate FOS. An exception through waiver under RMC 4-3-050J.5.d for placement of a wedge-shaped sliver fill and part of a retaining wall, within a small portion of the protected slope area on proposed Tract A, is necessitated by and associated with the public road widening for a required 90-foot cul-de-sac turnaround at the south end ERe and Short prot Report· Merlina Short prat , I I, I C;ty of Renton Depo~ment of Community & Economic Development MERLINO.5HORT PLAT Report of September 15, 2014 Environmental RevIew Committee Report LUAl4-000568, ECF, SHPL-A, MOO Page 6 of 18 of Cedar Avenue South (the road exceeds 300 feet in length). The proposal's design was challenging due to an existing gravel access road, in addition to an existing gravel access road on the south end of the property, which leads to the WSDOT stream mitigation area and also due to the iocation of the exiting steep slope at the end of the road. The location of the cul-de-sac will require.a portion of the gravel road to be relocated to the south of .the·cul-de-sac. The filling will allow the cul-de-sac's southwest edge to be high enough in order to keep the roads surface's cross-slope to a reasonable maximum grade (approximately 6%). Widening Cedar Ave S with a cul-de-sac will improve the livability of the exiting neighborhood via increased fire accessibility through a fully sized cul-de-sac turnaround that meets the dimensions and requirements of the code. Under current conditions, Cedar Ave S is considered to be a dead' end; no other location is functionally feasible because the cul:de-sac has to be on the south end ofthe exiting road. ICE's geotechnical evaluation indicates that the proposal will not increase the risk of occurrence 6f a geologiC hazard and identifies measures to eliminate or reduce risks; and the, applicant will be required to de~ign a Temporary Erosion and Sedimentation Control Plan (TESCP) pursuantta the 2009 King County Surface Water Design Manual Erosion 'and Sediment Control Requirements. The applicant is proposing that Tract A will include a Native Growth Protection Easement (NGPE) over portions of the tract that encompasses the protected slopes. The specific language states "such easement proposed to be subject to a right ot lot owners and the homeowners association, ifany, to top trees within the NGPE for preservation of views to the west and northwest from the future homes and rear yards on the proposed lots." Staff supports encompassing Tract Awith a NGPE with the Home Owners AssoCiation (HOA) having responsibility for basic tree maintenance, provided the work is conducted outside the jurisdiction held by WSDOT through the several easements (20-foot perpetual ingress/egress, 12-foot terminable ingress/egress, 35-foot ingress/egress and utility, and an 80-foot soil nails per KC recording no. 20110802000538). Staff will not support short plat language that encourages or allows the topping of trees within Tract A so that future property owner may'maintain views. Mitigation Measures: Project construction shall be reguired to comply with the mitigation recommendations identified in the submitted Icicle Creek Engineers, Inc. Geotechnical Engineering Services reports (dated April 23, 2104). Nexus: SEPA Ehviro.nmental Review, RMC 4-3-050 Critical Areas Regulations, RMC 4-4..(J60 Grading, Excavation, and Mining Regulations. " 2. Water . a. Wetland, Streams, Lakes Impacts: The applicant submitted a Critical Areas Report, prepared, by Icicle Creek Engineers, Inc., dated April 23, 2014, identifying an existing Class 3 stream, an existing Class 5 stream, and an existing Category 3' wetland all offsite on the WSDOT property to the south of the subject property (Exhibit 3). The City requested a standard stream study be conducted by the applicant on July 11, 2014. The applicant submitted a technical memorandum, from an aquatic scientist, that provided classification for the two offsite stream channels directly adjacent and south of the project site, in parcel no. 2023059163 (Exhibit 12). The stream channels lie within the north margin of the wooded portion of the WSDOT site and flow east to west parallel to each other. They are tributary to Thunder Hill Creek and confluence with the creek shortly before passing beneath Interstate 405. Thunder Hill Creek then becomes, Rolling Hills Creek, which is tributary to Spring Brook Creek. The two streams are identified as Streams Band C, with Stream B occurring farther south than Stream C (Exhibits 2 and 4). Neither stream channel occurs on the map of Renton Water Classes. Both Stream Band Stream C are very similar in characteristics. The two streams are only 40 to 60 feet apart, share a common riparian corridor of similar composition, are roughly four to five feet in bank full width, and are incising heavily in the native soils. Stream B flows through a previously identified Class 3 wetland before joining with ERe and Short Plat Report -Merlino Short Plat --------------------------- ~.'-"=_=-___ ","_._ ... '''''''-,..0.:.-".",---. u ___ ,.;. """"""-" ••• .".'"'-"-.... , __ • .:.-.", _, "'" _. __ , • !~ r'''~-E'''''''<''W~(~"-'''' ~M""~n""'~_~~""l'l~~t£:·.i'l:it-&i-~&.:3!~i!i.#§!!c~-,~~m~~~'ZU~-'i¥.;.;s.~?;1~~~~~A~~~~~~--~~1i~ City o[ Renton Department o[Community & Economic Development Environmental Review Committee Report t MERLINO SHORT PLAT LUAl4-000568, ECF,sHPL-A, MOD Report of September 15, 2014 Page 7 of 18 Steam C. Stream B was identified as the Class 3 stream which requires a 75-foot standard buffer. Stream C doesn't appear to exist in historical photographs; it originates from·a stormwater outfall located at the south end of Cedar Ave S, is intermittent and non-salmonid-bearing; it has been classified as the Class S stream, and carries no standard buffer requirement. The project is within 200 feet of these' streams, and only the undisturbed southeast corner of Tract A (103,440 square feet) is located within the Stream B's 75-foot buffer. The proposed relocation of WSDOT's existing 12-foot terminable ingress, egress easement (Recording No_ 20110802000538) or gravel road for stream mitigation is planned within 200 feet of the offsite wetland in order to complete the retaining wall arid cul-de-sac road improvements_ No impacts are proposed to the existing buffers, as identified on the southeast corner of the site. It is also expected that there will be less stormwater runoff from Cedar Ave S to the discharge point at the head of Stream C. In the developed. conditions, storm water from the short plat and the west half of Cedar Avenue S will be collected by a proposed storm drain system in the cul,de-sac on the south end of the project. The vault will discharge to an existing rock-lined ditch on the north side of the existing WSDOT access road, which heads southwest where it drains north to a Type 2 Catch basin with a bird cage structure. ' The Muckleshoot Tribe has identified two concerns, based on a review of the proposed project (Exhibit 13). The first concern was that the project will need to demonstrate compliance with the City's stream buffer regulations for potential fish bearing, waters; and the second concern involved treating stormwater using enhanced water quality treatment methods to reduce pollutants in stormwater released from the stream's site that would ultimately drain to the Cedar River. The purpose of the stream buffer regulations are to protect riparian habitat in order to provide for bank and channel stability, sustained water supply, flood storage, recruitment of woody 'debris, leaf litter, nutrients, sediment and pollutant filtering, shade, shelter, and other functions that are important to both fish and wildiife; prevent the loss of riparian acreage and functions and strive for a net gain over present conditions through restoration where feasible; protect aquatic habitat for salmonid species. Buffer widths are set by RMC 4-3-050 Critical Areas Regulations based upon the water body or wetland classification. The offsitestream (Thunder Hills Creek), located to the south ofthe subject site, is partially piped and. conveyed underneath roads and buildings downstream of 140S. The stream has been documented in the WDFW!WSDOT 2013 Fish Passage Barrier Assessment report as a fish- passage barrier, as subject to replacement per Federal Court injunction under U.S. v Washington, and as a potential fish bearing water based on available habitat conditions upstream of 1405. Class 3 waters'are non-salmonidcbearing perennial waters during years of normal rainfall. They are mapped on Figure Q4, Renton Water Class Map, as Class 3. Class 2 waters are perennial or intermittent salmonid- bearing waters which historically and/or currently is known to support salmonids, including resident trout, at any stage in the species lifecycle. Thunder Hills Creek is mapped in the Renton Water Class Map as a Class 3 stream and is therefore subject to a minimum width of seventy-five feet (7S') per RMC 4-3-0S0l.S.a.i.b. The buffer widths have been ide'ntified on the project site map, and all new construction must comply with Renton Municipal Code. An additional 2S-foot buffer enhancement could potentially require mitigation, such as greater biologic and hydrologic functions, or no net loss of riparian habitat, or water body function for the proposed relocation of the gravel ingress/egress access road to WSDOT's stream mitigation area. BMPs will be required to help mitigate the impacts created as a result ofthe relocation of an 80-foot section of WSDOT's wetland access road. Mitigation Measures: No further mitigation needed. Nexus: Not applicable b. Storm Water Impacts: The applkant submitted a preliminary Technicallnfonmation Report (TIR). prepared by Core Design, Inc. (dated April 18, 2014; Exhibit 8). The project was designed usingthe guidelines and ERe and Short Plat Report -Merlino Short Plat ----------------------------------------- City of Renton Department of Community & Economic Development MERUNO SHORT PLA T Report of September 15, 2014 Environmental Review Committee Report WAl4-000568, ECF, SHPL-A, MOO Page 8 of 18 requirements established in the 2009 King County Surface Water Design Manual. According to the TIR, Cedar Avenue South drains south through an existing storm drain system and outlets to a Class 5 stream south of the proposed project. The existing 2:1 slope constructed in 2010 as part of the construction of WSDOT 1-405 widening project drains west to a ditch flowing south on the west boundary or bottom of the site. The flatter portion of the site drains south to an existing onsite ditch north of the WSDOT access road where it has its confluence with the ditch on the west boundary. The two ditches drain to a 54-inch catch basin with a birdcage into a piped system continuing west for 250 feet down the side slope on the east side of 1-405 to a drainage structure in the shoulder. Drainage continues north for approximately 2,800 feet through a series of catch basins and pipes in 1-405 to aWSDOT detention pond located west of 1-405 and east of S 3" Street. The project will be served by a stormwater vault that will serve 1.60 acres (1.01 acres of impervious area and 0.59 acres of till-grass). The applicant Indicates that stormwater runoff will be collected and routed to a stormwater detention and water quality vault beneath the proposed cul-de-sac at the south end of the project. The design of the vault will be constructed in accordance with the 2009 King County Surface Water Design Manual, as amended by the City of Renton, in order to mitigate any adverse impacts from stormwater runoff. The applicant is proposing to implement the reduced impervious surface credit to meet the requirements for individual lot BMPs, with the anticipation that less than 4,000 square feet of impervious area will be constructed on each lot. Due to topographic constraints, a small portion of the area on top of the vault will not discharge to the vault and will therefore be modeled as onsite bypass area. As a result, the detention vault will over-detain the remainder of the project to compensate for unmitigated flows. The Basic Wetvault indudes a permanent wetpooithat allows for the removal of 80% ofTotal Suspended Solids thereby meeting the pollutant removal targets. Mitigation Measures: No further mitigation needed. Nexus: Not applicable 0, Comments of Reviewing Departments The proposal has been circulated to City Department and Division Reviewers. Where applicable, their comments have been incorporated into the text ofthis report and/or "AdviSOry Notes to Applicant" (Exhibit 15) . ./ Copies of all Review Comments are. contained in the Official File.and may be attached to this report. I PART THREE: ADMINISTRATIVE SHORT PLAT REVIEW A. APPUCABLE SECTIONS OF THE RENTON MUNICIPAL CODE: 1. Chapter 2 Land Use Districts a. Section 4-2-020:. Purpose and Intent of Zoning Districts b. Section 4-2-060: Zoning Use Table -Uses Allowed in Zoning Designations c. Section 4-2-110: Residential Development Standards d. Section 4-2-115: Residential Design and Open Space Standards 2. Chapter 3 Environmental Regulations and Overtay Districts a. Section 4-3-050: Critical Areas Regulations 3. Chapter 4 Property Development Standards a. Section 4-4-030: Development Guidelines and Regulations -General b. Section 4-4-060: Grading, Excavation and Mining Regulations 4. Chapter 6 Streets and Utility Standards a. Section 4-6-030: Drainage (Surface Water) Standards b. Section 4-6-060: Street Standards ERe and Short Plat Report -Merlino Short Plat ~ I: I, r~~~~"'~~~<'" :; "§l\~";<l"i"";::';&~""J.:ll!ilR~l§.'i'i~!i:~~'L~~~;C~'iiiiiit~~~r :r~",",-1t'~.1,,:~,,.~;}t, . ,!>S"~~l'!t";:-~-I! II City 0/ Renton Department of Commumty & EconomIc Development EnVironmental RevIew CommIttee Report I MERUNO SHORT PLAT WAl4-000568, ECF, SHPL-A, MOD Report of September IS, 2014 Page 9 of 18 5. Chapter 7 Subdivision Regulations a. Section 4-7-070: Detailed Procedures for Short Subdivisions b. Section 4-7-120: Compatibility with Existing Land Use and Plan -General Requirements and Minimum Standards c. Section 4-7-150: Streets -General Requirements and Minimum Standards d. Section 4-7-170: Residential Lots -General Requirements and Minimum Standards 6. Chapter 9 Procedures and Review Criteria a. Section 4-9-070: Environmental Review Procedures 7. Chapter 11 Definitions B_ APPUCABLE SECTIONS OF THE COMPREHENSIVE PLAN: 1. Land Use Element: Residential Single Family (RS) land use designation 2. Community DeSign Element C. DEPARTMENT ANALYSIS: 1. Environmental Review The proposed project is subject tei environmental review due to critical areas on the site and direct impacts to protected slopes, for the placement of a wedge-shaped sliver fill and part of a retaining wall within the protected slope area on proposed Tract A is subject,to City of Renton Environmental Review Procedures (RMC 4-9-070). A Determination of Non-Significance-Mitigated was issued on September 15, .2014, with one mitigation measure, complying with the State Environmental Policy Act (SEPA), required. 2. Renton Staff Review Coml1)ents Representatives from various city departments and the Renton School District have reviewed the application materials to identify and address issues raised by the proposed development. These comments are contained in the official file, and the essence of the comments has been incorporated into the appropriate sections of this report and the Departmental Recommendation at the end of this report. 3. Comments from Other Agencies Comments were received from The Muckleshoot Tribe identifying two concerns: 1) compliance with the City's stream buffer regulations for potential fish bearing waters and 2) treating stormwater using enhanced water quality treatment methods. 4. Comments from the Public Comments received from the public were considered during review of the proposed project. Copies of these comments are included in the project file and in this report (Exhibit 14). D. CONCLUSIONS: SHORT PLAT REVIEW CRITERIA: Approval of a plat is based upon several factors. The following short plat criteria have been established to assist decision-makers in the review of the plat. (~Compliant) 1. CONFORMANCE WITH THE COMPREHENSIVE PLAN: The site has the Comprehensive Plan Land Use designation of Residential Single Family (RSj. The proposal is consistent with the following Comprehensive Plan Land Use and Community Design Element policies if all conditions of approval are complied with: ERC and Short Plot Report -Merlino Short Plat I: :, i City of Renton Department of Community & Economic Development MERLINO SHORT PlAT Environmental Review Committee Report LUAl4-00056B, ECF, SHPL-A, MOD Report of September 15, 2014 Page 10 of 18 ./ Policy LU-158_ Net development densities should foil within 0 ronge of 4.0 to 8.0 dwelling units per net ocre in Residential Single Family neighborhoods. Objective CD-C-Promote reInvestment in ond upgrade of existing residential neighborhoods ./. through redevelopment of small, underutilized parcels with infill development, modification and alteration of older housing stock, and improvements to streets and sidewalks to increase property values. Policy C0-12. Sidewalks or walking paths should be provided along streets in estoblished ./ neighborhoods, where sidewalks have not been previously constructed. Sidewolk width should be ample to safely ond comfortably accommodate pedestrian traffic and, where practical, match existing sidewolks. Policy CD-15. Infill development should be reflective of the existing character of established neighborhoods even when designed using different architectural styles, and lor responding to ./ more urban setbacks, height or lat requirements. Infill development should draw on elements of existing development such as placement of structures, vegetation, and location of entries and walkways, to reflect the site planning and scale of existing areas. 2. COMPUANCE WITH THE UNDERLYING ZONING DESIGNATION: The site is classified Residential-8 (R-8) on the City of Renton Zoning Map. RMC 4-2-110A provides development standards for development withi~ the R-8 zoning classification. The proposal is consistent with the following development standards if all conditions of approval are complied with: Density: The allowed density range in the R-8 zone is a maximum of 8.0 dwelling units per .net acre. There is also a minimum density of 4 dwelling units per net acre. Stoff Comment: After subtracting 8,190 square feetfar proposed right-of-way dedications, 5;072 ./ square feet for private access easements, and103,440 square feet for critical areas, the net square footage of the site is 116,702 square feet (1.02 net acres). The 7-lot proposal would arrive at a net density of 6,86 dwelling units per net acre (7 lots /1.02 acres = 6.86 dulac), which falls within the permitted density range for the R-8 zone. Lot Dimensions: The minimum lot size permitted in the R-8 zoning designation is 4,500 square feet. A minimum lot width of 50 feet is required for interior lots and 60 feet for corner lots. Lot depth is required to be a minimum of 65 feet (Exhibit 2). The proposed lots would meet these requirements, as demonstrated below: Progosed Lots Lot Size Width Depth Lot 1 7,1125f 78 feet 112 feet Lat2 6,709 sf 60 feet 111 feet ./ Lot 3 6,652 sf 60 feet 110 feet Lot4 6,595 sf 60 feet 109 feet Lot 5 7,080 sf 65 feet 108 feet Lot6 7,013 sf 65 feet 107 feet Lot 7 7,989 sf 99 feet 107 feet All Lots Avg: 7,021 sf Avg: 70 feet Avg: 109 feet Tract A 103,440 sf -- ERe and Short Plat Report -Merlino Short Plat ------_ .. _-- ~,'*-§f',' "@B}'>";;&Mm!ll1il,m'tK",--,,'*;*¥"'l~~~~~,C:l!fu;c~~~lli~~§>it .. t"'~~"W0{~1"~~~?rif.;j;~"i&'4~S~'~~, T "t:'''\'*.o1.~W1 City of Renton Department a/Community & Economic Development MERLINO SHORT PLAT Environmental Review Committee Report LUAl4-{)00568, ECF, SHPL-A, MOD Report of September 15, 2014 Page 11 of 18 Setbacks: The required setbacks in the R-8 zone are as follows: front yard is 15 feet for the primary structure and 20 feet for garages; interior side yard is 5 feet; side yard along a street is 15 feet for the primary structure; and the rear yard is 20 feet. Staff Comment: The setback requirements for the proposed lots would be verified at the time of ./ building permit review. The proposed lots appear to contain adequate area to provide all the required setback areas. Staff recommends as a condition of approval that the rear yard building setback, for all structures shall be a minimum distance of 2S feet from the Engineered Protected Slope along the west property lines of all seven lots, and the side yard building setback from the portion of the engineered fill slope area to the north of Lot 1 and to the south of Lot 7 shall be 10 feet for all structures. These specific setbacks shall be recorded ori the face of the short plat. Building Standards: Building height is restricted to 30 feet and two stories. Detached accessory structures must remain below a height of 15 feet and one story. The allowed building lot coverage for lots over 5,000 SF in size in the R-8 zone is 35 percent (35%) or 2,500 SF, whichever Not yet is greater. The allowed impervious surface coverage is 75 percent (75%). determined Staff Comment: One dwelling unit, of typical twtrstory, woad-frame construction per lot is planned. Building elevations, which would be used to determine building height, have not been submitted. The building standards for the proposed lots would be verified at the. time of building permit review. Landscaping: Ten(10) feet of onsite landscaping is required along all public street frontages, with the exception of areas for required walkways and driveways per RMC 4-4-070. Such landscaping shall include a mixture of trees, shrubs, and groundcover as approved by the Department of Community and Economic Development. Minimum planting strip widths between the curb and sidewalk are established according to the Compliant if street development standards of RMC 4-6-060. Street trees and, at a minimum, groundcover are Conditions to be located in this area when present. of Approval Where there is insufficient right-of-way space or no public frontage, street trees are required in Met the front yard. A minimum of two (2) trees are to be located in the front yard prior to final inspection. Staff Comment: The applicant has submitted a conceptual landscape plan (Exhibit 5). Staff recommends that a final detailed landscape plan shall be submitted to and approved by the Current Planning Project Manager prior to construction. Parking: Off-street parking for two (2) vehicles per residential unit is required • ./ Staff Comment: Sufficient area exist, on each lot, to accommodate off-street parking for a minimum of two (2) vehicles. 3. CRITICAL AREAS: The proposal is consistent with critical area regulations as stated in RMC 4,3-050. if all . conditions of approval are met: Critical Areas: The site contains sensitive areas, such as coal mine hazards, erosion hazards, steep slopes, seismiC, and landslide hazards. Manage development activities to protect wetlands, Compliant if fish and wildlife habitat, and geologically hazardous areas as defined by the Growth Conditions Management Act and RMC 4-3-050, Critical Area Regulations. of Approval Staff Comment: The applicant submitted a Critical Area Report and Coal Mine Hazard Assessment Met prepared by Icicle Creek Engineers, Inc. (dated April 23, 2014; Exhibits 6 and 7) and a Standard Stream Study prepared by Raedeke Associates, Inc. (dated August 8,2014; Exhibit 12), which addresses the sites sensitive areas. Approval of the project is subject to both Icicle Creek Engineers Inc., Geotechnical Engineering Services Reports, dated April 23, 2014. The reports ERe and Short Plat Report -Merlino Short Plat r i· ! 1 p:~~~~n_".--~~~~~~il~~i;~'_"i:':£-f~~~"*~Q~~ ~;*%3~'!<:~~~~5it~~~f;1 -'t~W-~:~~:~;~"'-c:s::~~ih .%~..,. •• 4ii<~~i.~Y-£f€t, tt~ City of Renton Department of Community & Economic Development MERUNOSHORT PLA T Report of September 15, 2014 Environmental Review Committee Report LUAl4-000568, EeF, SHPL-A, MOD Page 12 of 18 identified engineered fill installed as a part of the 1-405 widening project such that residences could be constructed on this fill with a minimum factor of safety (FOS greater than 1.5): A current topographic survey, stamped by a Professional Land Surveyor, will be required to be submitted with the civil plans. The Reinjorced·Soil Slope (R5S) was evaluated jar slope stability with the assumption that residences would be constructed in the level area created at the top oj the RSS where it borders Cedar Avenue South. As a condition of approval the applicant must provide a note on the face of the short plot that divulges this information. A total of 12 test pits and three test borings concluded that a "High Coal Mine Hazard Area" occurs at the south end oj Cedar Ave S. As part oj the development plan, Cedar Ave S is proposed to be widened along its west edge up to 48 jeet, including a 7 jeet oj right-oj-way dedication jor the first 470 feet with additional widening to include construction of a cul-de-sac bulb at the south end (up to 59 feet). A storm water vault is proposed to be located within the cul-de-sac, but outside oj the High Coal Mine Hazard area so no mitigation is proposed for the underground concrete stormwater vault. No structures should be constructed in High Coal Mine Hazard Areas. Fill may be placed in High Coal Mine Hazard Areas provided that the jill is not used to support structures. The stormwater vault and underground pipes could be supported by a deep foundation that extends below the underground mine, or structurally designedto span a void of 10 jeet in diameter along with the drag forces caused by caving soils around these structures should a sihkhole occur. Manholes would need to be structurally supported an the side of the vault. Road access, inc!uqing fill placement jar road access (no cuts), may be constructed in the High Coal Mine Hazard Areas with the approval of the City of Renton. In accordance with Fire Code, jire access roadways shall be constructed to support a 3D-ton vehicle with 322-psi point loading. The applicant will be required to retain an engineer to review the construction plans for the cul-de-sac at the south end of Cedar Ave S once the design details are available to ensure that the road can support large vehicles, such as 3D-ton fire trucks. The sliver fill will consist of a tapered thickness of sail fill (up to 6 jeet thick) along the downhill side oj the cul-de-sac where additiona/space is needed to provide the required radius for the cul- de-sac. The cul-de-sac as required/or Cedar Ave S because it is a dead end street that exceeds 300-feet in length. According to RMC 4-3-050J.5.a, development is prohibited on protected slopes unless an exception through waiver to the prohibition is granted by the City of Renton under subsection d for installation of public utilities which are needed to protect slope stability and public road widening. The following criteria were demonstroted during the review of the short plat applicatian: i. The utility or road improvement is consistent with the Renton Comprehensive Plan, adopted utility plans, and the Transportation Improvement Program where applicable; ii. Alternative locations have been determined to be economically or functionally infeasible; iii. A geotechnical evaluation indicates that the proposal wiff not increase the risk of occurrence of a geologic hazard, and measures are identified to eliminate or reduce risks; iv. The plan for the improvement is based on considerotian of the best available science as described in WAC 365- 195-905; or where there is an absence of valid scientific information, the steps in RMC 4-9-250F are followed. Staff recommends approval of the placement of the cul-de-sac and any associated impravements necessary' to complete the construction of a cul-de-sac at the south end of Cedar Avenue South, provided that the development applications comply with erosion control requirement ofRMC 4-3-050. Water discharge from the stormwoter vault will be to on existing rock-lined ditch that runs parallel to and along the north edge of a portion of the existing WDDOT gravel access road that extends towards WSDOT's stream mitigation area just south o/.the property. The applicant's engineer concludes that the increased stormwater discharge to the current rock-lined ditch has more capacity to convey the 100-year undetoined peak flow, thereby praviding for safe storm water discharge onto the slope area (within the rock-lined ditch). No vegetation in the . ERC and Short Plat Report -Merlino Short Plat ~ ~~-:~·\...~.3f£~~~~~~~#.1 ~.}~~~~~~*~:-~~;:E~~§:~~~~ 1~~~lt1[~W~~L..-~~$~~~~,7f: ",.;~~~~~ I . ~ City of Renton Department of Community & Economic Development MERLINO SHORT PLAT Report of September 15, 2014 Environmental Review Committee Report LUAl4-000568, ECF, SHPL-A, MOO Page 13 of 18 protected slope areas should be cut down or otherwise removed during construction of the short plat improvements, other than those directly tied to the construction of the cul-de-sac road improvements. Staff will recommend this as a condition of approva/. The technical memorandum identified an existing Class 3 stream, an existing Class 5 stream, and an existing Category 3 wetland all offsite on the WSDOT property to the south of the subject property. The applicant is not proposing ti> impact the 75-foot buffer of the Category 3 stream at the southwest corner of Tract A. A condition of approval shall be installation of a wood, split-rail fence with stream signage along the Category 3 stream buffer. Such fence shall be constructed prior to recording of the short plat. Staff recommends a condition of approval requiring the Homeowners' Association to ensure·maintenance of the split-roil fence. The applicant is proposing that Tract A wilf'include a Native Grawth Protection Easement (NGPE) over portions of the tract that encompasses the protected slopes. Staff supports encompassing the steep slope area oj Tract A with a NGPE with the Home Owners Association (HOA) having responsibility for basic tree maintenance, provided the work is conducted outside the jurisdiction held by WSDOT through the several easements (20-foot perpetual ingress/egress, 12-foot terminable ingress/egress, 35-foot ingress/egress and utility, and an 80-foot soil nails per KC recording no. 20110802000538). The NGPE shall be recorded on the face of the short plat. NGPE Staff will recommend this as a condition of approval. vegetation in the area consists primarily of grosses, various weedy herbs, Douglas fir saplings, red alder saplings, Himalayan blackberries, snowberries, giant horsetail, and a variety of grasses. The engineer has anticipated soil moisture weight of 130 pounds per cubic foot (pcf) in the 1-405 Corridor DesignBuilders (COB) slope stability analysis and the soil moisture should not increase as a result of site development. The applicant would'be required to berm the west edge of the plateau at the crest of the Engineered Slope to prevent sUrface water runoff onto the slope from the plateau. Staff will recommend this as acoiJdition of approval of the short plat. The applicant would be required to address impacts created. by the construction of the sliver fill and cul-de-sac road. In addition, temporary erasion, sedimentation contral measures and construction impacts shall be in accordance with City of Renton requirements. The applicant would be requiredta identify and mitigate accordingly. 4; DESIGN STANDARDS: The Residential Design and Open Space Standards (RMC 4-2-115) are applicable to all new dwelling units in the R-8zone, These standards implement policies established in the Land Use and Community Design Elements of the Comprehensive Plan. Furthermore, the Residential Design Standards mitigate impacts of the proposed residential development. Compliance with Residential Design Standards is required prior to the issuance of building permits. One of the following is required: 1. Lot width· variation of 10 feet (10') minimum of one per four (4) abutting street-fronting lots, or ./ 2. Minimum of four (4) lot sizes (minimum of four hundred (400) gross square feet size difference), or 3. A front yard setback variation of at least five feet (5') minimum for at least every four (4) abutting street fronting lots. 5. COMPUANCE WITH SUBDIVISION REGULATIONS: Chapter 4-7 RMC, Subdivision Regulations provides review criteria for proposed subdivisions. The proposed project is consistent with the following subdivision regulations if all conditions of approval are complied with: Acc!!ss: Each lot must have access to a public street or road. Access may be by private access easement street per the requirements of the street standards. ERC and Short Plat Report -Merlino Short Plat 'I~-_'."_"""'''''~'_''~ I , i ! I I I City of Renton Deportment of Community & Economic Development MERUNO SHORT PtA T Environmental Review Committee Report WA14-000S68, ECF, SHPL-A, MOD Report of September 15, 2014 Page 14.01 is Staff Comment: The new lots would be accessed from Cedar Ave South. Realignment of the existing gravel road would be needed in order to mointain direct access to WSDOT's stream mitigation area around the proposed cul-de-sac. Streets: Street improvements and lighting will be required. Staff Comment: The project fronts Cedar Ave 5, which will be improved to the City of Renton's Residential Access street standard. The half street frontage improvements will include 13.5 feet of pavement from the right-of-way centerline, an 8-foot planting strip, a 5-/oot sidewalk, and a cul-de-sac at the south end of the Cedar Ave S for fire emergency turnaround capabilities. A wedge-shaped sliver fill and retaining wall will allow for the cul-de-sac road improvements. Rockeries or retaining walls greater thon four (4) feet in height will require a seporate building permit. Structural calculations and plans shall be submitted for review by a licensed engineer and special inspection{s) is required. '" Street lighting is required along Cedar Ave South to meet City standords. The maximum width of a single loaded garage driveway shall not exceed nine feet (9') and a double-loaded garage driveway shall not exceed sixteen feet (16'). A traffiC Impoct analysis was not required because the estimated vehicular trafflc generated from the proposed development did not exceed 20 vehicles per hour in either the AM (6:00 -9:00) or PM (3:00 -6:00) peak periods. A peak hour volume of 20 vehicles per hour is equivalent to a daily volume of raughly 200 vehicles per day. It is also anticipoted that the praposed praject would result in impacts to the City's street system. In order to mitigate transportation impacts, the applicant would be required to pay an appropriate Transportation Impact Fee. Currently, this fee is assessed at $1,430. 72 per net new single family home. N/A Blocks: Blocks shall be deep enough to allow two tiers of lots. Stott Comment: No new blocks would be formed. Relationship to Existing Uses: The proposed project is compatible with existing surrounding uses. '" Staff Comment: The properties surrounding the subject site are residential single family or residential medium density and are designated R-8 or R-l0 on the City's zoning map. The praposol is similar to existing development patterns in the area and is consistent with the Comprehensive Plan and Zoning Code, which encourage residential infill development. 6. AVAIlABILITY AND IMPACT ON PUBLIC SERVICES: Police: Service would be provided by the Renton Police Department. '" Staff Comment: The Renton Police Department has commented that there would be minimal impacts from the project. Fire: Service would be provided by the Renton Fire Department. Staff Comment: Sufficient resources exist to furnish services to the proposed development, '" subject to the condition that the applicant provides code required improvements and fees. Fire impact fees are applicoble at the rate of $479.28 per single family unit. This fee is paid at time of building permit issuance. Schools: Service would be provided by the Renton School District. '" Staff Comment: It is anticipated that the Renton School District can accommodate any additional students generated by this proposal at the following schools: Talbot Hill Elementary (1 mile from the subject site), Dimmitt Middle School {1.88 miles from the subject site}, and Renton High School (0.67 miles from the subject site). RCW 58.17.110(2} provides that no subdivision be ERe and Short Plat Report -Merlina Short Plat . ! i City of Renton Department oj Community & Economic Development MERUNO SHORT PLAT Environmental Review Committee Report LUAl4-000568, ECF, SHPL-A, MOD Report of September 15, 2014 Page 15 of 18 Compliant if conditions are meet approved without making a written finding of adequate provision made for safe walking conditions for students who walk to and from school. While the designated schools are located within a close proximity of the subject site, future students to the elementary and middle schools are designated to be transported to school via bus, and the high school has been determined to be within walking distance of the school. A 5-foot sidewalk exists between the subject property and Renton High School, which would provide a safe walking route from the proposed short plat. A School Impact Fee, based on new single familY lots, will also be required in order to mitigate the proposal's potential impacts to Renton School District. The fee Is payable to the City as specified by the Renton Municipal Code. Currently, the 2014 fee is assessed at $5,455.00 per single family residence. Parks: Although there would be no significant impacts to the City of Renton Park System anticipated from the proposed project, a Park Impact Fee is required of all new residential development. The Park Impact Fee shall be paid prior to building permit issuance. As of January 1, 2014, the Park Impact Fee is $963.01 per new residence. Storm.Water: There is on existing 12" diameter conveyance system and catch basins along Cedar Avenue South. A Preliminary Technical Information Report was submitted on April 29, 2014 by CORE DeSign (Exhibit 8). The existing developable portion of the site is approximately 1.50 acres in size and is covered by grass. The existing storm conveyance system in Cedar Avenue South droins to a Class 5 stream south of the site. The project is within the Flow Duration Standard (Forested Conditions) and requires 8asic Water Quality. A combined detention/water quality vault is proposed and based. on the 2009 King County Surface Water Design Manual (KCSWDM) and the City af Renton's Amendments to the 2009 KCSWDM. All Core Requinements and Special RequIrements are discussed in the report. The applicant shall submit a quantitative Level 2 downstream analysis to include capacity examination of the WSDOT ditch and storm water pond. According to Renton COR Mops, the downstream pond is private; a copy of the agreement between the applicant and WSDOT allowing site runoff from the. short plot to be added to the WSDOT pond shall be provided to the City. Surface water system development fee is $1,128.00 per dwelling unit. Fees are payable prior to issuance of the construction permit. All construction utility permits for drainage will require separate plan submittals. All utility plans shall conform to the Renton Drafting Standards. A licensed Civil Engineer shall prepare the civil plans. Water Service: Water service would be provided by the City of Renton. System development fees for water are based on the size of the new domestic water meters that will serve the new homes on each new lot. Fee for lO-inch.or l-inch water meter install is $2,809.00. ~ The new proposed main in Cedar Avenue South shall be an 8-inch pipe diameter and tie into the existing 12-inch diameter water main along the west side of Cedar AveS, and then tie into the existing 8-inch diameter main at the south end of Cedar Avenue South_ Separate permits and fees for side sewer connection, water meter and storm connection will be required. Sanitary Sewer Service: Sanitary sewer service will be provided by the City of Renton. There is on existing 10-inch sewer main in Cedar Avenue South. System development charge (SDC) for sewer ~ is based on the size of the domestic meter size .. Sewer fees for a W' meter or l-inch meter is $2,033.00 per new single-[omily lot. This is payable at the time the utility construction permit is issued. ERe and Short Plat Report -Merlino Short Plat .--~ r I. I J, 1 .. *,~~~.~~~.::::.,:.,_t;:.* -'~_~~~.~-..ft~=?<".~~~_r_::,_.,_;~~:~~~"'¢:~~_~\~:wr,{~~~_~1~,::-"-~:}~"'-::,1;l<'i"1.1~ .. ~::t;i..;;:~·-::[l:;f[· .. =· ~§1:4--'l!""""ril-§j]"ti1~~~~'7.-.t"~J! r~¥~~-S~?~;:::~:;:~:;:~~~;:~:~~"'-'3l _._.~_ ... __ ~~:;......... __ ""':;,;:0;,1. _ -: "--...."...-~ __ :-= __ .'a .,_ --'.--:--'~~-~:"::"--:.c;;;;:.~';:-' "'""--U:'.l<>o-,;;,:,-.-':::~Si····-·:-:-;-:.,2~~,"'-·---"'-""'""'---""·«":;;;:f I ! City of Renton pepartment of Community & Economic Development MERUNO SHORT PIA T Report of September 15, 2014 E. FINDINGS OFFACT: Environmental Review Committee Report LUAl4-000568, ECF,SHPL-A, MOO Page 16 of 18 Having reviewed the written record in the matter, the City now enters the following: 1. Request: The project proponent has requested approval of a short plat of 160,943 square feet (3.69 acres) and a net area of 116,702 square feet (1.02 net acres), located in the Renton Hill Neighborhood, into seven (7) lots, suitable for development with single-family residential structures, and one Critical Areas Tract. The project would have a density of 6.86 dwelling units per net acre. 2. Application: The property, located at 700·800 Block of Cedar Avenue South, is owned by the Merlino land Development Co., Inc. 3. Comprehensive Plan: The property has a Comprehensive Plan land use designation of Residential Single Family (RS). The proposed project furthers the objectives and policies of the RS section of the Land Use Element of the Comprehensive Plan. 4. lonlng: Objectives and policies of the RS designation are implemented by standards and regulations of the Residential 8 zone. The project, as proposed, meets or exceeds the R-8 standards and regulations if all conditions are met. 5. Subdivision Regulations: The short plat, as proposed, would meet the requirements of Chapter 4-7 RMC, Subdivision Regulations if all conditions are met. 6. Existing Land Uses: The site is a vacant residential site. 7. Exception through Modification: The applicant has submitted a request for an exception through modification fill on a protected slope in order to construct a cul-de-sac for fire accessibility. S. Setbacks: Minimum building setback requirements would be met or exceeded provided the project is conditioned to enhance the following setbacks: five (5) additional feet to the rear yard building setback for Lots 1-7 to a minimum 25-foot rear yard setback, and five (5) additional feet to the side yard building setbacks from the top of slope engineered fill slope area to the north of Lot 1 and to the south of Lot 7 for a minimum 10-foot side yard setback. 9. Public Utilities: Impacts to public services are assessed on a per single-family dwelling basis. The fee for transportation impacts is $1,430.72 per single-family; for parks is $963.01; for schools is $5,455.00; and for fire is $479.28.The identified 2014 fee rates are effective from January 1, 2014 through December 31,2014. City of Renton 2015 development fees become effective January 1, 2015. F. CONCLUSIONS: 1. The subject site is designated Residential Single Familiy (RS) in the Comprehensive land Use Plan and complies with the goals, objectives, and poliCies established with this designation. 2. The subject site is zoned Residential 8 (R-S) and complies with the zoning and development standards established with this designation, provided the applicant complies with the Renton Municipal Code, mitigation measures, and conditions of approval. 3. The proposed 7-lot short plat complies with the subdivision regulations as established by Renton Municipal Code and state law, Provided all advisory notes and conditions are complied with. 4. The proposed short plat complies with the street standards as established by Renton Municipal Code, provided the project complies with all advisory notes and conditions of approval contained herein. 5. The Exception through Modification per RMC 4-3-050J.5.d allows for the placement of a wedge-shaped sliver fill and part of a retaining wall within the protected slope area on proposed Tract A. ERe and Short Plat Report -Merlino Short Plat ~~ ~: I I. , , I .' "' , ,. I r i " , F ,---------------------------------------------------------------------- City of Renton Department 0/ Community & Economic Devefopment MERLINO SHORT PtA T Report of September 15, 2014 G_ DECISION: Environmental Review Committee Report LUAl4-000S68, ECF, SHPL-A, MOD Page 17 of 18 The Merlino Short Plat and Exception through Modification, File No. LUA14-000568; ECF, SHPL-A, MOD is approved subject to meeting the following mitigation measures: 1. The applicant shall comply with the SEPA mitigation measures. They are as follows: a. Project is subject to both Icicle Creek Engineers Inc., Geotechnical Engineering Services Reports, dated April 23, 2014, including but not limited to: i. The applicant shall be required to record on the face of the short plat plan that the rear yard building setback, for all structures, shall be a minimum dista'nce of 25 feet from the Engineered Protected Slope along the west property lines of all seven lots, ii. The applicant shall be required to record on the face of the short plat plan that the side yard building setback from the portion of the engineered fill slope area to the north of Lot 1 and to the south of Lot 7 shall be 10 feet for all structures, iii. The applicant shall be required to slightly berm/grade the west edge of the plateau at the crest of the Engineered Slope to prevent surface water runoff onto the slope from the plateau, 2. The applicant shall make a note on the face of the short plat that states that the Reinforced Soil Slope (RsS) was evaluated for slope stability for residences (typical two-story, wood-frame construction) only. Additional structures should be evaluated for slope stability. 3. Copies of Washington State Department ofTransportation's (WsDOT) Inspector Daily Reports and all material testing reports from the original project are required to be submitted with the civil plans; 4. A current topographic survey, stamped by a Professional Land Surveyor, will be required to be submitted with the civil plans, 5. No vegetation in the protected slope areas should be cut down or otherwise removed'during construction of the short plat improvements, other than those directly tied to the construction of the cul-de-sac road improvements. 6. The applicant shall be required to create a Homeowners' Association (HOA) with shared responsibility for basic tree and vegetation maintenance of Native Growth Protection Easement over portions of Tract A, including protected slopes, A draft of the document(s) shall be submitted to the Current Planning Project Manager for review and approval prior to the recording of the short plat. ' 7. A wood, split-rail fence shall be constructed along the south boundary of Category 3 stream buffer. The fence shall be constructed prior to recording the short plat. A requirement to maintain the fence by a Homeowners' Association shall be placed on the face of the short plat, DECISION ON LAND USE ACTION: SIGNATURE: Je;;1:1lf1f!Lg~!;f,' Department of Community & Economic Development ERe and Short Plat Report -Merlino Short Plot ,,1,11 u," ~ 'I~~~:f~;r~:t~~~~:~~~r~~~:~=~~~:~:,:.:t~~ c::~~%;~~~~1i~~if:f~m~~~~1~t" i~,:::~~~~"[~ '1,;~:l~~~ ". ;. I" I II City of Renton Department of Community & Economic Development Environmental Review CommIttee Report MERLINO SHORT PLA T LUAl4-000S68, ECF, SHPL-A, MOD Report of September 15, 2014 Page 18 of 18 TRANSMITTED this 19th day of September, 2014 to the Contact/Applicant/Owner!s): Applicant/Owner!s): Contact: Jimmy Blais Lafe Hermansen Merlino Land Development Co Core Design 5050 1st Ave, 102 14711 NE 29th PI, 101 Seattle, WA 98134 Bellevue, WA 98007 TRANSMITTED this 19'h day of September, 2014 to the Parties of Record: Gina Custer Nancy Osborn 1209 S 7th St 4635 Morris Ave S, #F Renton, WA 98057 Renton, WA 98055 TRANSMITTED this 19th day of September, 2014 to the following: Jan Conklin, Development Services . c.£. "Chip" Vincent, CED Administrator Vanessa Dolbee, Current Planning Manager Plan Review Fire Marshal H. LAND USE ACTION APPEALS, REQUEST FOR RECONSIDERATION, & EXPIRATION The Environmental Determination and the Administrative Short Plat Review decisions will become final if the decisions are not appealed within the 14-day appeal period (RCW 43.21.C.075(3); WAC 197-11-680). Environmental Determination Appeal: Appeals of the environmental determination must be filed in writing to the Hearing Examiner on Dr before 5:00 p.m. October 3, 2014. Administrative Short Plat Approval Appeal: Appeals of the administrative site development plan review. decision must be filed in writing to the Hearing Examiner on or before 5:00 p.m. on October 3, 2014. APPEALS: The above land use decisions will become final if not appealed in writing together with the required fee to: Hearing Examiner, City of Renton, lOSS South Grady Way, Renton, WA 98057. RMC 4-8- 110 governs appeals to the Hearing Examiner and additional information regarding the appeal process may be obtained from the City Clerk's Office, Renton City Hall-7th Floor, (425) 430-6510. RECONSIDERATION: Within 14 days of the decision date, any party may request that the decision be reopened by the approval body. The approval body may modify his decision if material evidence not readily discoverable prior to the original decision is found or if he finds there was misrepresentation of fact. After review of the reconsideration request, if the approval body finds sufficient evidence to amend the original decision, there will be no further extension ofthe appeal period. Any person wishing to take further action must file a formal appeal within the 14-day appeal time frame. EXPIRATION: The Administrative Short Plat approval will expire two (2) years from the date of decision. A single one (1) year extension may be requested pursuant toRMC 4-7-070.M. THE APPEARANCE OF FAIRNESS DOCTRINE: provides that no ex parte (private one-on-one) communications may occur concerning the land use decision. The Doctrine applies not only to the initial decision, but to Appeals to the Hearing Examiner as well. All communications after the decision/approval date must be made in writing through the Hearing Examiner. All communications are public record and this permits all interested parties to know the contents of the communication and would allow them to openly rebut the evidence in writing. Any violation of this doctrine could result in the invalidation of the appeal by the Court. ERe and Short Plat Report -Merlino Short Plat Attachment 2 An II" by IT' reduction of the Site Map sheet (bearing Robert David West's Professional Land Surveyor's stamp) that was approved by the City of Renton on June 5, 2015 and filed under City drawing file number R-382302 follows this page. DRAWING NUMBER TED-40-3823 MI'RI.INU SllORf PI.AT 700. HOO ('Na. A .. S Page 02 \ \ '\ I I i, /. ~.' /'. !' " I I!":" JZ\I/ " , , I " I ',' ~~ I 1/ I~ ..... If', 1 ~~ "8 ;, 1 ~~ --./ / I f ~Q ; ' I ~ .... ~:s ::' 1/ ~~ ! / " I ,:1 I I, :~ • JL 1 ·0 .... II , -. W • ...J <{ U 0 (/) p C! -------------------------------------------- Attachment 3 A copy of the 6-\3-2016 draft of the DECLARATION OF COVENANTS, CONDITIONS, AND RESTRICTIONS FOR CITY OF RENTON SHORT PLAT LUAI4-568-SHPL-A (AKA THE "CEDAR HIGHLANDS SHORT PLAT") follows this page. ,------------------------ ------------------------------- When Recorded, Return to: Merlino Land Development Co., Inc. Attn: Brad Merlino 5050 1st Ave, Ste 102 Seattle, Washington 98134-2400 DECLARATION OF COVENANTS, CONDITIONS, AND RESTRICTIONS FOR CITY OF RENTON SHORT PLAT LUA14-568- SHPL-A (AKA THE "CEDAR HIGHLANDS SHORT PLA Tn) Grantor: Merlino Land Development Co., Inc., a Washington corporation Grantee: Merlino Land Development Co., Inc., a Washington corporation Legal Description (abbreviated): Lots 1 through 7 and Tract A, City of Renton Short Plat No. LUA14-568-SHPL-A, as recorded in Volume _ of Short Plats, pages _-_, and recorded at King County Recording Number ____________ __ ~ Additional legal on attached Exhibit "A" Assessor's Tax ParcellD #(s): 0007200194 and 202305 9085 Reference Nos. of Documents Released or Assigned: None covenants-Cedar Highlands Short Plat F5 (DLH 6-13·2016) DECLARATION OF COVENANTS, CONDITIONS, AND RESTRICTIONS FOR CITY OF RENTON SHORT PLAT LUA14-568-SHPL-A (AKA THE "CEDAR HIGHLANDS SHORT PLAT") THIS DECLARATION OF COVENANTS, CONDITIONS, AND RESTRICTIONS FOR CITY OF RENTON SHORT PLAT LUA14-568-SHPL-A (AKA THE "CEDAR HIGHLANDS SHORT PLAr) is made this __ day of 2016, by Merlino Land Development Co., Inc., a Washington corporation ("Declarant"). Article I Purpose and Intent; Binding Effect 1.1. Purpose and Intent. Declarant, as owner of the real property described in Exhibit" A," intends by Recording this Declaration to provide for the use and preservation of the real property now and hereafter comprising the Properties. 1.2. Binding Effect. All property described in Exhibit "A" shall be owned, conveyed, and used subject to all of the provisions of this Declaration, which shall run with the title to such property. This Declaration shall be binding upon all Persons having any right, title, or interest in any portion of the Properties, their heirs, successors, successors-in-title, and assigns. This Declaration shall be enforceable by the Declarant, the Association, any Owner, and their respective legal representatives, heirs, successors, and assigns. Article II Concepts and Definitions The terms used in this Declaration shall generally be given their natural, commonly accepted definitions unless otherwise specified. Capitalized terms shall be defined as set forth below. 2.1. "Areas of Common Responsibililv": (a) Tract A of the Short Plat, (b) the storm drain pipes and appurtenances lying within the Private Drainage Easements depicted on Sheet 3 of 4 of the Short Plat and described on Sheet 2 of 4 of the Short Plat under the heading "PRIVATE DRAINAGE EASEMENT AND MAINTENANCE OF THE DRAINAGE IMPROVEMENTS LYING WITHIN THEM" and (c) common areas [as defined by RCW 64.38.010(4)], if any, that may be contained in any portion of the Properties. 2.2. "Association": The Cedar Highlands Homeowners Association, a Washington nonprofit corporation. 2.3. "Board": The Board of Directors of the Association as defined in the Bylaws; provided, however, that the initial Board of Directors shall consist of only one director. 2.4. "Builder": Any Person who purchases one or more Lots for the purpose of (a) constructing improvements for later sale to consumers and/or (b) resale in the ordinary course of such Person's business. 2.5. "Common Expenses": The actual and estimated expenses incurred, or expected to be incurred, by the Association related to the Areas of Common Responsibility, including any reasonable covenants·Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 1 reserve, as the Association may find' necessary and appropriate to maintain and repair the Areas of Common Responsibility in the manner described in Sections 4.1 and 6.1. 2.6. "Declarant": The person identified on the signature page of this Declaration, or any successor or assign who takes title to any portion of the property described in Exhibit "A" for the purpose of development and/or sale and who is designated as a Declarant in a Recorded instrument executed by the immediately preceding Declarant or assigned all or a portion of Declarant's rights hereunder. Upon a designation of a successor Declarant, all rights and responsibilities of the former Declarant in and to such status as "Declarant" under this Declaration shall cease. At any time that more than one person holds any rights as a Declarant, a single Declarant may (a) exercise any of the Declarant's rights described herein over that portion of the property owned by the single Declarant and (b) shall not be required to obtain the concurrence of any other Declarant who does not hold an ownership interest in the portion of the property over which a single Declarant desires to exercise sole authority, except for amendment of the Declaration, which shall require the concurrence of both Declarants unless othelWise agreed by the Declarants in writing. A single Declarant may conditionally or permanently assign to the other Declarant all of a Declarant's rights hereunder, by Recorded instrument. 2.7. "Declaration": This Declaration of Covenants, Conditions, and Restrictions, which creates obligations that are binding upon the Association and all present and future Owners of any portion of the Properties. 2.8. "Governing Documents": The Articles of Incorporation of the Association, the Bylaws of the Association, and this Declaration, as any of such documents may be amended from time to time. 2.9. "Local Jurisdiction": Any governmental authority having jurisdiction over the Properties for a matter described in this Declaration. A Local Jurisdiction may include the State of Washington, the County of King, the City of Renton, or a local sewer or water district or other govemmental entity assigned authority by law to regulate activities in the Properties. A Local Jurisdiction may refer to different govemmental authorities, depending upon which governmental authority is assigned responsibility to regulate activities described in this Declaration. 2.10. "Lot": Each of Lots 1, 2, 3,4, 5, 6, and 7 of the Short Plat of the real property described in Exhibit "A." 2.11. "Member": Every Owner is a Member of the Association. 2.12. "Mortgage": A mortgage, a deed of trust, a deed to secure debt, or any other form of security instrument affecting title to any Lot. A "Mortgagee" shall refer to a beneficiary or holder of a Mortgage. 2.13. "Owner": One or more Persons who hold the record title to any Lot, but excluding in all cases any party holding an interest merely as security for the performance of an obligation. If a Lot is sold under a Recorded contract of sale, and the contract specifically so provides, the purchaser under the Recorded contract of sale (rather than the fee owner) will be considered the Owner. 2.14. "Person": A natural person, a corporation, a partnership, a limited liability company, a trustee, or other legal entity. covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 2 ------------------ 2.15. "Properties": The seven lots and one tract of real property described in Exhibit "A". 2.16. "Record: "Recording: or "Recorded": To file, the filing of, or to have filed of record in the Public Real Estate Records of King County, Washington. The "Date of Recording" shall refer to that time at which the short plat of the real property described in Exhibit "A" is Recorded. 2.17. "Rules and Regulations": Owner-adopted rules and regulations that establish administrative procedures for governance of the nonprofit corporation serving as the homeowners association, and operating procedures for use of the Areas of Common Responsibility. 2.18. "Sale" or "Sold" shall mean the date upon which ownership of a Lot is transferred from an Owner to another person or entity by the Recording of an instrument of transfer such as a deed or real estate contract. 2.19. "Short Plat": The Recorded short plat of the real property described in Exhibit "A: together with all requirements, responsibilities, andlor obligations of the Homeowners Association described or referenced in that Recorded short plat. Article III Restrictions on Lots 3.1. Restrictions on Buildings Constructed on Each Lot. On each of the seven Lots, the only building permitted to be constructed is one one-story (with an attached garage) or one two-story home (with an attached garage) of typical wood-frame construction. (Construction of basement homes is hereby prohibited.) In addition to strict compliance with standard applicable City of Renton building setbacks, each home is hereby required to be built in strict conformance with both (a) the special required minimum setbacks from the top of the engineered protected slopes referenced on Sheet 3 of 4 of the Recorded Short Plat and (b) the SETBACK NOTES on Sheet 2 of 4 of the Recorded Short Plat. 3.2. Restrictions on Discharge of Stormwater Runoff from Lots. To avoid impacts to the engineered protected slopes in Tract A that abut the Lots, discharge of stormwater runoff and discharge of irrigation water from any portion(s) of any of the seven Lots (including, without limitation, stormwater runoff from roof drains, yard drains, patios, or yard areas and runoff from lawn and landscape irrigation) by any means onto the abutting slope in Tract A is strictly prohibited. The Owner of each Lot is responsible for making sure that such discharge of water from the Owner's Lot onto the abutting engineered protected slope(s) in Tract A never occurs. 3.3. Changing Lot Contours and Drainage: Subdivisions. Neither (a) the surface grade or elevation of the various Lots nor (b) the drainage patterns of the Lots shall be altered or changed in any manner without first obtaining required permit(s) or other express written approval from the City of Renton. No further subdivision of any Lot is allowed. The sale of less than a whole Lot is expressly prohibited. 3.4. Disposal of Garbage. The Owner of each Lot shall ensure that no garbage can or other receptacle will be visible from any place outside the residence on such Lot except on collection day. 3.5. Prohibited Materials. In order to protect the environment, crttical areas, and water quality, each Owner must take necessary precautions to prevent any of the following materials from being released onto andlor from the Owner's Lot and entering any surface or subsurface part of the public drainage system andlor private drainage system: covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 3 ,----------------------------------------------------------- (i) Petroleum products including, but not limited to, oil, gasoline, grease, fuel oil, and heating oil; (ii) Trash and/or debris; (iii) Animal waste; (iv) Chemicals and/or paint; (v) Steam cleaning waste; (vi) Washing uncured concrete (A) for cleaning and/or finishing purposes or (B) to expose aggregate; (vii) Laundry wastes or other soaps; (viii) Pesticides, herbicides, or fertilizers; (ix) Sewage; (x) Heated water; (xi) Chlorinated water or chlorine; (xii) Degreasers and/or solvents; (xiii) Bark or other fibrous material; (xiv) Antifreeze and/or other automotive products; (xv) Lawn clippings, leaves, or branches; (xvi) Animal carcasses; (xvii) Silt; (xviii) Acids or alkalis; (xix) Recreational vehicle wastes; (xx) Dyes, unless prior permission has been granted by the Local Jurisdiction; and (xxi) Construction materials. covenants-Cedar Highlands Short Plat FS (OLH 6-13-2016) Page 4 Article IV Maintenance and Repair 4.1. Maintenance of Areas of Common Responsibility. The Association shall maintain the Areas of Common Responsibility in accordance with Section 6.1. Without limiting the scope of the immediately prior sentence, in view of (a) Mitigation measures 6 and 7 of the City of Renton's administrative conditions of the approval of the short plat of the land leading to the Recorded Short Plat [mitigation measures that are set forth on page 17 of 18 of the City's Environmental Review Committee Report and Administrative Report & Decision (dated September 15, 2014 and signed by the City's Planning Director, Jennifer Henning, on September 19, 2014) under Renton File No. LUA14-000568, ECF, SHPL-A, MOD-the "Report & Decision"], (b) The third sentence of the last paragraph in the "Impacts· discussion of subsection 1 (Earth) of Section C (Environmental Impacts) of PART TWO: ENVIRONMENTAL REVIEW of the Report & Decision (which sentence and which third sentence are set forth on page 6 of 18 of the Report & Decision '), and (c) The last paragraph of the TRACT A NOTE in the right column of Sheet 1 of 4 of the Recorded Short Plat (a paragraph that states: "SHEET 3 OF 4 HEREOF DEPICTS THE APPROXIMATE LOCATION OF A WOOD SPLIT-RAIL FENCE IN THE SOUTHEAST PORTION OF TRACT A. THAT FENCE IS LOCATED AT OR NORTH OF THE NORTH EDGE OF A CITY OF RENTON-REQUIRED 75- FOOT-WIDE STREAM BUFFER THAT EXTENDS PARTLY INTO TRACT A FROM A CLASS 3 STREAM LYING WITHIN A PARCEL OF LAND TO THE SOUTH OF TRACT A (A PARCEL THAT IS OWNED BY THE STATE OF WASHINGTON). AS PART OF MITIGATION MEASURE 7 OF THE CITY'S SEPTEMBER 19, 2014 ADMINISTRATIVE SHORT PLAT APPROVAL DECISION FOR THIS SHORT PLAT, THE CITY OF RENTON REQUIRES , That third sentence of the "Impacts" discussion states: Staff supports encompassing Tract A with a NGPE with the Home Owners Association (HOA) having responsibility lor basic tree maintenance, provided the work is conducted outside the jurisdiction held by WSDOT through the several easements (20-loot perpetual ingress/egress, 12-loot terminable ingress/egress, 35-loot ingress/egress and utility, and an 80-loot soil nails per KC recording no. 20110802000538). Note that the "35-loot ingress/egress and utility· easement relerred to in that sentence is not an easement granted to WSDOT. Thus, WSDOT has no jurisdiction under that easement. However, WSDOT has jurisdiction as a beneficial interest holder in each 01 the three other easements relerenced in that sentence: namely, (a) the 20-loot-wide perpetual ingress/egress easement and 80-loot soil nails easement that are set lorth in an instrument Recorded under King County Recording No. 20110802000538 and (b) the 12-loot-wide terminable ingress/egress easement that is set lorth in an instrument Recorded under King County Recording No. 2015060000721. The approximate areas 01 Tract A where those three easements are located are set lorth on Sheet 3 014 01 the Recorded Short Plat. covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 5 THAT THE CEDAR HIGHLANDS HOMEOWNERS ASSOCIATION MAINTAIN THIS FENCE."), the Association is and shall be responsible for the following: (i) Basic tree and vegetation maintenance of the portion(s) of the two areas of the Native Growth Protection Easement ("NGPE") located within Tract A that lie outside of both (A) the 20-foot-wide perpetual ingresslegress easement and the 80- footwide soil nails easement set forth in an instrument Recorded under King County Recording No. 20110802000538 and (8) the 12-foot-wide terminable ingresslegress easement Recorded under King County Recording No. 2015060000721' and (ii) Maintenance of the constructed wood split-rail fence in the southeastern portion of Tract A, the approximate location of which is depicted on Sheet 3 of 4 of the Recorded Short Plat. [NOTE: The City of Renton may have responsibility to maintain the drainage swales, drainage pipes, and drainage appurtenances (including the Type 2 catch basin with the debris cage) that are located within the two portions of Tract A that are noted on Sheet 3 of 4 of the Recorded Short Plat as "DRAINAGE EASEMENTS TO RENTON. SEE TEXT, SHEET 2 OF 4." The approximate locations of such drainage swales, drainage pipes, and drainage appurtenances (including the Type 2 catch basin with the debris cage) located within the "DRAINAGE EASEMENTS TO RENTON" are depicted on Sheet 4 of 4 of the Recorded Short Plat.] 4.2. Maintenance of Lots. Each Owner shall maintain in good condition the Owner's Lot, and the home (if any) and all landscaping and other improvements on the Lot. Within six (6) months following the initial transfer of a Lot with a completed home on it to the next Owner of the Lot, the next Owner of the Lot shall complete the installation of landscaping surrounding all sides of the home on the Lot. Each Owner shall also be responsible for maintaining and irrigating the landscaping within that portion of any adjacent public street right-of-way lying between the Lot boundary of the Owner's Lot and any wall, fence, or curb located on the public right-of-way adjacent to the Lot boundary; provided, the Owner shall have no right to remove trees, shrubs or similar vegetation from this area without the Association's prior approval. Each Owner shall perform at the Owner's expense the maintenance and upkeep of fencing, drainage swales (if any) andlor underground drain lines and catch basins installed on the Owner's Lot, unless and to the extent that such components of the Owner's Lot are (a) a part of , For the location of each of the two areas of the NGPE, see both (a) The paragraph on Sheet 2 of 4 of the Recorded Short Plat that is entitled "NATIVE GROWTH PROTECTION EASEMENT" [a paragraph that in part states 'THE TWO AREAS OF TRACT A DEPICTED AS "PROTECTED SLOPE" AREAS ON SHEET 4 OF 4 HEREIN ARE EACH HEREBY DECLARED TO BE A NATIVE GROWTH PROTECTION AREA ("NGPE") SUBJECT TO THE EASEMENTS DEPICTED ON OR OTHERWISE REFERRED TO ON THIS SHORT PLAT'] and (b) The cross-hatched areas on Sheet 4 of 4 of the Recorded Short Plat (and the explanation of the crOSS-hatching noted in the LEGEND on Sheet 4 of 4 of the Recorded Short Plat). covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 6 one of the Areas of Common Responsibility maintained by the Association or (b) maintained by a Local Jurisdiction. 4.3. Responsibility for Repair and Replacement. Each Owner's responsibility for maintenance of that Owner's Lot shall include responsibility for repair and replacement, as necessary, to maintain the property, including the home (if any), landscaping, and all other improvements on such Lot. Repair and replacement shall include improvement, if necessary, to comply with applicable building codes or other regulations. By virtue of taking title to a Lot, each Owner covenants and agrees with all other Owners to carry property insurance for the full replacement cost of all insurable improvements on that Owner's Lot, less a reasonable deductible. Each Owner further covenants and agrees that in the event of damage to or destruction of structures on or comprising such Owner's Lot, the Owner shall promptly commence and complete repair or reconstruction in a manner consistent with (a) the original construction or (b) such other plans and specifications as are approved by the building department or division of the City of Renton. Alternatively, the Owner shall clear the Lot and maintain it in a neat and attractive condition. The Owner shall pay any costs not covered by insurance proceeds. 4.4. Remedies for Failure to Maintain. If any Owner shall fail to conduct maintenance on such Owner's Lot as required by this Article to maintain the Lot in the same cond~ion as a reasonably prudent homeowner, or in a manner which preserves the drainage for other Lots, any other Owner may notify the non performing Owner and the Association in writing of the maintenance required. If the maintenance is not performed w~hin thirty (30) days of the date notice is delivered, the Association or the notifying Owner may (a) seek an order of a court declaring the deficiencies to be a nuisance and (b) obtain an injunction to compel the performance of the required maintenance by the non performing Owner. Article V The Association and Its Members 5.1. Function of the Association. The Association is the entity responsible for management, maintenance, operation, and control of the Areas of Common Responsibility. The Association also is the primary entity responsible for enforcement of the Governing Documents. The Association shall perform its functions in accordance with the Governing Documents, the Recorded Short Plat, applicable govemment permits (if any), the applicable Local Jurisdiction's ordinances, and Washington law. 5.2. Membership. Every Owner is and shall be a Member of the Association. There shall be only one membership per Lot. If a Lot is owned by more than one Person, all co-Owners of such Lot shall share the privileges of such membership, subject to reasonable Board regulation and the restrictions on voting set forth in Section 5.3(c) and in the Bylaws, and all such co-Owners shall be jointly and severally obligated to perform the responsibilities of Owners. The membership rights of an Owner that is not a natural person may be exercised by any officer, director, member, partner, or trustee, or by the individual designated from time to time by the Owner in a written instrument provided to the Secretary of the Association. 5.3. Voting. The Association shall have two classes of membership, Class "A" and Class "B." covenants-Cedar Highlands Short Plat F5 (DLH 6·13·2016) Page 7 (a) Class "A". Class "A" Members shall be all Owners except the Class "B" Member, if any. Class "A" Members shall have one equal vote for each Lot in which they hold the interest required for membership under Section 5.2, except that there shall be only one vote per Lot and no vote shall be exercised for property, if any, which is exempt from assessment under this Declaration. (b) Class "B". The Class "B" Member shall be the Declarant or, if Declarant's rights are assigned, Declarant's assignee. Notwithstanding any provisions of the Bylaws to the contrary, until termination of the Class "B" membership the Class "B" Member may appoint a majority of the members of the Board of Directors. Additional rights of the Class "B" Member may be specified in the relevant section(s) of the Governing Documents. The Class "B" membership shall terminate upon the earlier of (i) five years after expiration of the Class "B" Control Period or (ii) such time as Declarant (in Declarant's sole discretion) so determines and declares in a Recorded instrument. Upon termination of the Class "B" membership, Declarant shall be a Class "A" Member entitled to one Class "A" vote for each Lot, if any, that Declarant owns until such time that Declarant no longer owns any Lot(s). (c) Exercise of Voting Rights. Members may exercise voting rights as set forth in the Bylaws. If any Lot is owned by more than one Person, the vote for such Lot shall be exercised as the co-Owners of such Lot determine among themselves and advise the Secretary of the Association in writing prior to the vote being taken. Absent such advice, the Lot's vote shall be suspended if more than one Person seeks to exercise it. 5.4. Directors. The board of directors of shall consist of at least one but not more than three individuals. The number of directors from time to time shall be as determined in the manner provided in the Bylaws (but a decrease in the number of directors shall not have the effect of shortening the term of any incumbent director); PROVIDED, HOWEVER, consistent with RCW 24.03.100, the number of directors constituting the initial board of directors is hereby fixed as one director, which director shall hold office until the earlier of (a) the initial director's appointment of a substitute initial director who consents to serve or (b) the first annual election of directors. 5.5. Notice. Unless and to the extent that other means of notice is provided for in the Bylaws, any notice provided for in this Declaration shall be served personally or shall be mailed by surface mail, as follows, unless the Board adopts a rule allowing electronic service of notices: (a) If to the Association, (i) to the President or Secretary of the Association at (A) the principal office of the Association or (B) such other address of which the Association has given notice in accordance with this Section or (ii) to the registered agent of the Association, as such registered agent is identified in the records of the Secretary of State of the State of Washington (or any successor agency thereon; (b) If to an Owner, (i) to such Owner at (A) the address of such Owner's Lot or (B) such other address as the Owner has registered with the Association or (ii) to the registered agent of the Owner, as such registered agent is identified in the records of the Secretary of State of the State of Washington (or any successor agency thereon. All such notices shall, for all purposes, be deemed delivered (i) upon personal delivery to the party or address specified above or (ii) on the third day after mailing when mailed by first class mail, postage prepaid, and properly addressed. The Board of the Association may designate additional covenants-Cedar Highlands Short Plat F5 (OLH 6·13·2016) Page 8 methods of giving notice by promulgation of rules describing the altemative methods of providing notice, including the adoption of providing notice electronically, without using surface mail, or by private parcel delivery service companies. Article VI Powers and Responsibilities 6.1. Maintenance and Repair of Areas of Common Responsibility. Commencing with the Recording of the Short Plat or of this Declaration, whichever occurs first, the Association shall maintain and repair the Areas of Common Responsibility [and such portions of additional property (if any») as called for in this Declaration, the Short Plat, or any contract or agreement for maintenance andlor repair thereof entered into by the Declarant or the Association, including, without limitation, landscaping and other flora, utility areas or improvements, structures, and other improvements. The costs associated with maintenance, repair, monitoring, and replacement of the Areas of Common Responsibility shall be a Common Expense paid for by the Association. The Association is hereby authorized to expend funds needed to carry out its duties described in this Article. 6.2. Insurance. (a) Required Coverages. The Association shall obtain and coritinue in effect the following types of insurance, if reasonably available, or if not reasonably available, the most nearly equivalent coverages as are reasonably available: (i) Blanket property insurance covering the full replacement cost of all insurable improvements (if any) under current building ordinances and codes on the Areas of Common Responsibility; (ii) Commercial general liability insurance on the Areas of Common Responsibility, insuring the Owners with limits of (if generally available at reasonable cost, including primary and any umbrella coverage) at least $2,000,000.00 per occurrence with respect to bodily injury, personal injury, and property damage, or such additional coverage and higher limits which a reasonably prudent person would obtain; (iii) Workers compensation insurance and employers liability insurance, if and to the extent required by law; (iv) Directors' and officers' liability coverage; (v) Commercial crime insurance, including fidelity insurance covering all Persons responsible for handling funds in an amount determined in the Owners' best business judgment. Fidelity insurance policies shall contain a waiver of all defenses based upon the exclusion of Persons serving without compensation; and (vi) Such additional insurance as the Board, in its best business jUdgment, determines advisable. Premiums for all insurance on the Areas of Common Responsibility shall be Common Expenses. covenants~Cedar Highlands Short Plat F5 (DLH 6-\3-2016) Page 9 (b) Policy Requirements. The Association shall arrange for an annual review of the sufficiency of its insurance coverage by one or more qualified Persons, at least one of whom must be familiar with insurable replacement costs in Western Washington. All policies shall provide for a certificate of insurance to be fumished to the Association. The policies may contain a reasonable deductible, and the amount thereof shall not be subtracted from the face amount of the policy in determining whether the policy limits satisfy the requirements of Section 6.2(a). In the event of an insured loss, the deductible shall be treated as a Common Expense in the same manner as the premiums for the applicable insurance coverage. However, if the Association reasonably determines that the loss is the result of the negligence or willful misconduct of one or more Owners andlor their guests, invitees, andlor lessees, then the other Owners may seek repayment of the full amount of such deductible against such Owner(s) and their Lot(s). (c) Restoring Damaged Improvements. In the event of damage to or destruction of any of the Areas of Common Responsibility, the Association shall file and adjust all insurance claims and obtain reliable and detailed estimates of the cost of repairing or restoring the property to substantially the condition in which it existed prior to the damage, allowing for changes or improvements necessitated by changes in applicable codes. 6.3. Compliance and Enforcement. Every Owner and occupant of a Lot or home on a Lot shall comply with the Governing Documents. The Board may (a) promulgate rules and (b) impose sanctions for violation of the Governing Documents after notice and a hearing in accordance with the procedures set forth in the Bylaws or rules adopted by the Board. Sanctions for violation may include, without limitation: (i) Imposing reasonable monetary fines which shall constitute a lien upon the violator's Lot. (In the event that any occupant, guest, or invitee of an Owner's home on a Lot violates the Goveming Documents and a fine is imposed, the fine shall first be assessed against the violator; provided, if the fine is not paid by the violator within the time period set by the Board, the Owner shall pay the fine upon notice from the Board); (ii) Suspending an Owner's right to vote; (iii) Exercising self-help or taking action to abate any violation of the Governing Documents in a non-emergency situation; and (iv) damages or both. Bringing suit at law or in equity to enjoin any violation or to recover monetary Any and all remedies set forth in the Governing Documents shall be cumulative of any remedies available at law or in equity. In any action to enforce the Governing Documents, if the Association prevails, it shall be entitled to recover all costs, including, without limitation, attorneys fees and court costs, reasonably incurred in such action. The Association shall not be obligated to take any action if the Board reasonably determines that the Association's position is not strong enough to justify taking such action that the covenant, Use Restriction, or Rule and Regulation being enforced is, or is likely to be construed as, inconsistent with covenants-Cedar Highlands Short Plat FS (DLH 6-13-2016) Page 10 applicable law; or that it is not in the Association's interest, based upon hardship, expenses, or other reasonable criteria to pursue enforcement action. Such a decision shall not (a) be construed a waiver of the right of the Association to enforce such provision at a later time under other circumstances or (b) estop the Association from enforcing any other covenant, Use Restriction, or Rule and Regulation. The Association, by contract or other agreement, may enforce applicable Local Jurisdiction ordinances, if applicable, and permit the Local Jurisdiction to enforce ordinances within the Properties for the benefit of the Association and its Members. While conducting the Association's business affairs, the Board shall act within the scope of the Governing Documents and in good faith to further the legitimate interests of the Association and its Members. In fulfilling its governance responsibilities, the Board's actions shall be governed and tested by the rule of reasonableness. The Board shall exercise its power in a fair and nondiscriminatory manner and shall adhere to the procedures established in the Governing Documents. 6.4. Implied Rights; Board Authority. The Association may exercise any right or privilege (a) given to it expressly by (or reasonably implied from) (i) RCW 64.38 or (ii) the Governing Documents or (b) reasonably necessary to effectuate any such right or privilege. Except as otherwise specifically provided in the Governing Documents, or by law, all rights and powers of the Association may be exercised by the Board without a vote of the membership. The Board may institute, defend, settle, or intervene on behalf of the Association in mediation, binding or nonbinding arbitration, litigation, or administrative proceedings in matters pertaining to the Areas of Common Responsibility, enforcement of the Goveming Documents, or any other civil claim or action. However, the Governing Documents shall not be construed as creating any independent legal duty to institute litigation on behalf of or in the name of the Association or its Members. In exercising the rights and powers of the Association, making decisions on behalf of the Association, and conducting the Association's affairs, Board members shall be subject to, and their actions shall be judged in accordance with, the standards set forth in the Bylaws. 6.5. Indemnification of Officers, Directors, and Others. To the fullest extent permitted by Washington law, the Association shall indemnify every officer, director, volunteer, and committee member of the Association against all damages and expenses, including counsel fees, reasonably incurred in connection with any action, suit, or other proceeding (including settlement of any suit or proceeding, if approved by the then Board of Directors) to which he or she may be a party by reason of being or having been an officer, director, or committee member. The officers, directors, and committee members shall not be liable for any mistake of judgment, negligent or otherwise, except for their own individual willful misfeasance, malfeasance, misconduct, or bad fa~h. The officers and directors shall have no personal liability with respect to any contract or other commitment made or action taken in good faith on behalf of the Association (except to the extent that such officers or directors may also be Members of the Association). The Association shall indemnify and forever hold each such officer, director, and committee member harmless from any and all liability to others on account of any such contract, commitment, or action. This right to indemnification shall not be exclusive of any other rights to which any present or former officer, director, or committee member may be entitled. The Association shall, as a Common Expense, maintain adequate general liability and officers' and directors' liability· insurance to fund this obligation, if such insurance is reasonably available. 6.6. Security. The Association may, but shall not be obligated to, maintain or support certain activities within the Properties designed to make the Properties safer than they otherwise might be. covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 11 -------------------------------------------------, Neither the Association nor Declarant shall in any way be considered insurers or guarantors of security within the Properties, nor shall either be held liable for any loss or damage by reason of failure to provide adequate security or ineffectiveness of security measures undertaken. No representation or warranty is made (a) that any systems or measures undertaken, including any mechanism or system for limiting access to the Properties, cannot be compromised or circumvented or (b) that any such systems or security measures undertaken will in all cases prevent loss or provide the detection or protection for which the system is designed or intended. Each Owner acknowledges, understands, and covenants to inform its tenants and all occupants of its Lot that the Association, its Board and committees, and Declarant are not insurers and that each Person using the Properties assumes all risks of personal injury and loss or damage to property, including Lots and the contents of Lots, resulting from acts of third parties. 6.7. Effect of Dissolution of Association. In the event that the Association is dissolved and is no longer licensed as a nonprofit corporation, the rights and duties of the Association (including, but not lim~ed to, all ownership interest in the Common Areas) shall vest in the Owners, as an unincorporated association. Any Owner of any Lot(s) or any Mortgagee of any such Lot(s) may reinstate the Association's corporate status, or create a successor entity as a successor to the Association, at any time by filing w~h the State of Washington such documents as required by law to reinstate the Association or create its successor; and upon such reinstatement, the Owners' rights and duties, as described in this Declaration, shall re-vest in the reinstated or successor Association, and all Owners shall be members thereof w~h all rights to vote provided by law and the organizational documents of the entity. To the greatest extent possible, any successor entity shall be govemed by the Articles and Bylaws of the Association as if they had been made to constitute the governing documents of the successor entity. Article VII Finances 7.1. Budgeting Assessments, and Allocating Common Expenses. The Association is entitled to make assessments and collect funds from the Owners for payment of Common Expenses, to the extent permitted by RCW 64.38. 7.2. Obligation for Assessments. Each Owner, by accepting a deed or entering into a Recorded contract of sale for the purchase of any Lot, is deemed to have covenanted and agreed to pay all assessments authorized by RCW 64.38. All assessments, together with interest (computed from its due date at a rate of 12% per annum or such other rate as the Board may establish, subject to the limitations of Washington law), late charges, costs, and reasonable attomeys fees, shall be the personal obligation of each Owner and a lien upon each Lot until paid in full. Upon a transfer of title to a Lot, the grantee shall be jointly and severally liable for any assessments and other charges due at the time of conveyance. No Owner is exempt from liability for assessments by nonuse of Areas of Common Responsibility, abandonment of the Owner's Lot, or any other reason. The obligation to pay assessments is a separate and independent covenant on the part of each Owner. Article VIII Additional Rights Reserved to Declarant 8.1. Right to Develop. Declarant and Declarant's employees, agents, and deSignees shall have a right of access and use and an easement over and upon all of the Areas of Common Responsibility for the purpose of making, constructing, and installing such improvements to the Areas of Common Responsibility as Declarant deems appropriate in its sole discretion, so long as such covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 12 improvements are not inconsistent with (a) the permitted uses and purposes of the Areas of Common Responsibility or (b) applicable law. 8.2. Right to Approve Additional Covenants. No Person shall Record any declaration of covenants, conditions, and restrictions or similar instrument affecting any portion of the Properties without Declarant's review and written consent. Any attempted Recording without such consent shall result in such instrument being void and of no force and effect unless subsequently approved by written consent signed and Recorded by Declarant. 8.3. Right to Transfer or Assign Declarant Rights. Any or all of Declarant's special rights and obligations set forth in this Declaration or the Bylaws may be transferred in whole or in part to other Persons; provided, the transfer shall not reduce an obligation nor enlarge a right beyond that which Declarant has under this Declaration. No such transfer or assignment shall be effective unless it is in a written instrument Signed and Recorded by Declarant. The foregoing sentence shall not preclude Declarant from permitting other Persons to exercise, on a one-time or limited basis, any right reserved to Declarant in this Declaration where Declarant does not intend to transfer such right in its entirety, and in such case it shall not be necessary to Record any written assignment unless necessary to evidence Declarant's consent to such exercise. 8.4. Termination of Rights. The rights contained in this Article shall not terminate until the earlier of (a) 10 years from the date this Declaration is Recorded, (b) Recording by Declarant of a written statement that all Lot and home sales activity on the Lots has ceased, or (c) all of the Lots have been sold to non-Builder parties. Article IX Easements for Maintenance, Emergency, and Enforcement Declarant grants to the Association easements over the Properties as necessary to enable the Association to fulfill its maintenance responsibilities under Sections 4.1 and 6.1. The Association shall also have the right, but not the obligation, to enter upon any Lot for emergency, security, and safety reasons to (a) perform maintenance and (b) inspect to ensure compliance with and to enforce the Declaration and any adopted Rules and Regulations. Such right may be exercised by (i) the duly authorized agents and assignees of the Association and (ii) all emergency personnel in the performance of their duties. Except in an emergency situation, entry shall only be during reasonable hours and after notice to the Owner. Article X Attorneys Fees and Expenses In the event any action is taken to interpret or enforce the terms of this Declaration, including the commencement of arbitration or litigation, all reasonable attorneys fees and litigation expenses and costs incurred to protect or enforce the prevailing party's rights under this Declaration shall be paid or reimbursed by the other part(ies). The litigation expenses reimbursable shall include, but not be limited to, expert witness fees, legal assistants, transcripts, photocopy charges, and telephone charges. Article XI Amendment of Declaration 11.1. By Declarant. In addition to specific amendment rights, if any, granted elsewhere in this Declaration, until conveyance of the first Lot to a Person other than a Builder, Declarant may unilaterally amend this Declaration for any purpose. Thereafter, Declarant may unilaterally amend this Declaration if such amendment is necessary (a) to bring any provision into compliance with any applicable covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 13 governmental statute, rule, regulation, or judicial determination; (b) to enable any reputable title insurance company to issue title insurance coverage on the Lots; (c) to enable any institutional or govemmental lender, purchaser, insurer, or guarantor of mortgage loans, including, for example, the Federal National Mortgage Association or Federal Home Loan Mortgage Corporation, to make, purchase, insure, or guarantee mortgage loans on the Lots; or (d) to satisfy the requirements of any local, state, or federal governmental agency; provided, however, any such amendment shall not adversely affect the title to any Lot unless the Owner shall consent in writing to such amendment. 11.2. By Owners. Except as otherwise specifically provided above and elsewhere in this Declaration, this Declaration may be amended only by both (a) the affirmative vote or written consent, or any combination thereof, of at least 67% of the Owners and (b) Declarant's consent, so long as Declarant owns any of the Lots subject to this Declaration. Notwithstanding the above, the percentage of votes necessary to amend a specific clause shall not be less than the prescribed percentage of affirmative votes required for action to be taken under that clause. 11.3. Validitv and Effective Date. No amendment may remove, revoke, or modify any right or privilege of Declarant without Declarant's written consent. If an Owner consents to any amendment to this Declaration or the Bylaws, it will be conclusively presumed that such Owner has the authority to consent, and no contrary provision in any Mortgage or contract between the Owner and a third party will affect the validity of such amendment. Any amendment shall become effective upon Recording, unless a later effective date is specified in the amendment. Any procedural challenge to an amendment must be made within six months of its Recording or such amendment shall be presumed to have been validly adopted. In no event shall a change of conditions or circumstances operate to amend any provisions of this Declaration. 11.4. Headings. The article headings and the section headings in this Declaration are for convenience only and are not intended to modify or define the contents of the articles and sections in any way. 11.5. Exhibits. Exhibit "A" attached to this Declaration is hereby incorporated by this reference and amendment of such exhibit shall be governed by this Article. IN WITNESS WHEREOF, the undersigned Declarant has executed this Declaration the date and year first written above. STATE OF WASHINGTON ss. COUNTY OF KING MERLINO LAND DEVELOPMENT CO., INC., a Washington corporation By: ::---:-:---:-:---::-----=----,-,---,,--___ _ Gary M. Merlino, President I certify that I know or have satisfactory evidence that Gary M. Merlino is the person who appeared before me and acknowledged that he signed the instrument, on oath stated he was authorized to execute this instrument and acknowledged it as the President of MERLINO LAND covenants-Cedar Highlands Short Plat F5 (OLH 6-\3-2016) Page 14 ------------------~----------------------------- DEVELOPMENT CO., INC., a Washington corporation, to be the free and voluntary act of such corporation for the uses and purposes mentioned in the instrument. SUBSCRIBED and SWORN to before me this __ day of _______ 2016. (printed name): __________ _ NOTARY PUBLIC My Commission expires: ________ _ covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 15 ------------------------------------------------------------------------------------------------- EXHIBIT "A" Land Submitted to the Declaration Lois 1 through 7 and Tract A, City of Renton Short Plat No. LUA14-568-SHPL-A, as recorded in Volume _ of Short Plats, pages _-_, and recorded at King County Recording Number __________ _ covenants·Cedar Highlands Short Plat F5 (DLH 6·13-2016) Page 16 Attachment 4 II" by IT' reductions ofthe final Landscape Plan sheet and the Landscape Schedule & Details sheet (Sheets L2.0 I and L2.31 of 2) follow this page. STR££T TREES LOCAl[{) IN PLANTER STHIP HtTHCMJT EXlSnNC U/lLITlfS TO BE CENlD?fI) IN PlANTER Sl1?/P (TIP.) " --- r: ~ ---- CD STREET TR£E - IN aTr ROW (TIP.) CRO/JNOCOICR (TIP.) -- SHRUB (TIP.) 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TH£ BUlIlXNC PERMIT APPlICANT MA Y INSTAll THE APPROmJ SilBsnlUTE PlANTWC AND OTH£R LANDSCAPE MAlfRIAlS INSTEAD OF THE IrIAf[RlAl5 SPfOflEO BY THIS SHEET OR BY SHEET aJI OF 2 ", """, II -,--1 -I PROJECT NUMBER tli ::;; a ~~ ::::>~ ~ I:i , ~ ~ ~ ~ , , ~ 0 0 , , ~ ~ ; ~ ~ , , ~ ~ I ~ ~ ~ ~ ~ 8 • • • ~ ~ ;j ~ ~ i1 ~ ~ ~ ~ ~ l ~ ~ ~ ~ ~ ~ ~ 0 0 1\ 1\ ~ ~ rf ~ ~ ~ ~ , , , ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ .~ ~ , ~ '" ~ § ~ ~ ~ ~ i ~ ~ I '" I ~ ~ ~ i i ~ " ~ < ~ ~ -~ . ~ 0 ~ ~ • < ~ , ~ @ • " ~ , , ~ i " i ~ ~ ~ ~ ~ § , ~ I ~ ~ ., ~ .' ~ , I e I § ~ ~ i ~ ~ . " ! ~ , ~ ~ ~ ~ ~ § " ~ ~ ~ u , L,.j ::5 ~ ~ ~ ~ ~ ~ ~ • , ~ \I) ~ ~O 10 0 0 ® ~ ® ~ ~ r ~ I ~ ~ ! ~ ~ ~ ~ • I ~ ~ I ~ " d ~ ~ ~ ~ ~ ", '- ~ I ~ § I " ~ ~ i 0 ! i ~ ~ • , i ! ~ ~ I ~ • • ~ , • ~ " ~ ~ ~ e ~ ~ , ~ ~ ~ ~ ~ ~ • , ~ ~ • .; , Imul. BOI96 ~M ']7Jj 1"1) 101 1I/flS S .11,. JSI $0; "ONI '"00 .LN3Wd073A30 ONtt7 ONIUI3W .1 tt7d .1l:10HS ON17l:13W 57/tf130 ~ 37n03H:J5 3dtf:J50Ntf7 .~ ~" .~ ~ -:~ ~ ~ ~ Ii; :::!~ ih I::: it 11\ ~ I ~ ~ ~~~ ~ ~ ~g. ~~~ ,~~ ~h ~"~ ~~ ~ I .~~ ·i~ i.~ ~ ~~~~ ~~ §~ ~ OOOlJS 0).:15007 NMV.!:JO ~ ~ 0; ooom '8 A3S0NI7 Q]NQIS30 ~ C\i 3~ not KJHrIf 31 va III ..J g: ~ II: ~ ~ ~ ~ • ~ ~ ~ a S~ ~~ ~i:! tli r ~ ~ ~~ ~ I-,.i ~ ~ ~ ~ c::l :il •• / Return Address: City Clerk's Office City of Renton 1055 South Grady Way Renton, W A 98057 BILL OF SALE Proj Name: Cedar Highlands Short Plat Project File #: Street Intersection: Property Tax Par~el Number: 0007200194 and 2023059085 Address: LUA 14-000568-SHPL-A Cedar Ave. Sand S. 7th Street 700 block of Cedar Ave. S. Reference Number(s) of Documents assigned or released: Additional reference numbers are on page __ . Grantor(s): Grantee(s): I. Merlino Land Development CO., Inc. I. City of Renton, a Municipal Corporation 2. The Grantor, as named above, for, and in consideration of mutual benefits, hereby grants, bargains, sells and delivers to the Grantee, as named above, the following described personal property: WATER SYSTEM: Type Length Size (Inches) Water Main Ductile I"", "" L.F. of ,. Water Main OuctilelfOll ., L.F. of '7 Water Main L.F. of Gate Valves '" Each of 12"/8" Gate Valves , Each of ,. Fire Hydrant Assemblies , Each of ~ SANITARY SEWER SYSTEM: Type Length Size (Inches) Sewer Main LF of Sewer Main L.F. of Sewer Main , L.F. of Diameter of Manholes Each of Diameter of Manholes Each of Lift Stations Each of STORM DRAINAGE SYSTEM: Type Length Size (Inches) Stonn Main HOPE "" LF of ". Stonn Main L.F. of Stonn Facility Dahtn~on Vault 58'.42.5' Each of , Storm Inlet/Outlet Each of Stonn Catch Basin Type 1 I Typoa 2 Each of 415 Manhole Each of H: \CE D\Data\F onns-T emplates\Sel f-Help Handouts\Publ ic W orks\BI LLSALE.doc STREET IMPROVMENTS: (Including Curb, Gutter, Sidewalk, Asphalt Pavement) Curb, Gutter, Sidewalk '00 L.F. Asphalt Pavement "" S.Y.ofor L.F. of Width STREET LIGHTING: # of Poles By this conveyance, Grantor will warrant and defend the sale hereby made unto the Grantee against all and every person or persons, whomsoever, lawfully claiming or to claim the same. This conveyance shall bind the heirs, executors, administrators and assigns forever. IN WITNESS WHEREOF, said Grantor has caused this instrument to be executed this _ day of __ ,20~. Merlino Land Development Co., tnc., a Washington corporation By: Gary M. Merlino, President INDIVIDUAL FORM OF ACKNOWLEDGMENT Notary Seal must be within box STATE OF WASHINGTON ) SS COUNTY OF KING ) I certify that I know or have satisfactory evidence that signed this instrument and acknowledged it to be hislher/their free and voluntary act for the uses and purposes mentioned in the instrument Notary Public in and for the State of Washington Notary (Print) My appointment expires: Dated: REPRESENTATIVE FORM OF ACKNOWLEDGMENT Notary Seal must be within box STATE OF WASHINGTON ) SS COUNTY OF KING ) I certi fy that I know or have satisfactory evidence that signed this instrument, on oath stated that he/she/they was/were authorized to execute the instrument and acknowledged it as the and of to be the free and voluntary act of such party/parties for the uses and purposes mentioned in the instrument. Notary Public in and for the State of Washington Notary (Print) My appointment expires: Dated: H:\CED\Data\Forms-Templatcs\Self-Heip Handouts\Public Works\BILLSALE.doc ,----------------------------------------------- - Notary Seal must be within box CORPORA TE FORM OF ACKNOWLEDGMENT STATE OF WASHINGTON ) SS COUNTY OF KING ) On this ___ day of ______ • 20~. before me personally appeared ~-------G~a-ryL-~~.~~e~rl-in-o------------------~~-t,omeknown to be the president of the corporation that executed the within instrument, and acknowledge the said instrument to be the free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and each on oath stated that hel9k& was authorized to execute said instrument and that the seal affixed is the corporate seal of said corporation. Notary Public in and for the State of Washington Notary (Print),-,-_-;--__________ _ ~y appointment expires: _____________ _ Dated: H:\CED\Oata\Forms-TempJates\Self-HeJp Handouts\Public Works\BILLSALE.doc DEPARTMENT OF COMMUNITY AND ECONOMIC DEVELOPMENT ~pt CityO~ ~ --"""""'-~~~rID. ~ COST DATA AND INVENTORY Project Name: Cedar Highlands Short Plat (fonnor1y "Mer1lno Short Pial") TO: I City of Renton Development Engineering Ptan Review 10555 Grady Way, 6th Floor Renton, WA 98057 FROM: Mer1ino Land Development Co., Inc. 5050 1st Avenue S, Suite 102 Seattle, WA 98134-2400 DATE: 111812016 Per the request of the City of Renton, the following information is furnished concerning costs for improvements proposed to be installed for the above referenced project. WATER SYSTEM CONSTRUCTION COSTS: WATERMAIN WATERMAIN WATERMAIN WATERMAIN GATE VALVES GATE VALVES GATE VALVES FIRE HYDRANT ASSEMBLIES Type Ducli'-Iron Ductlllliron Duct"lmn Ductile lIOn Duel". Iron Length "" '" Size (Inches) l.F of • l.F of " l.F of l.F of Each of ,r Each of '" Each of '" Each of 0" (Cost of Fire Hydrants must be listed separately) Engineering Design Costs $ 99.500,00($15,750,00-FH) $ 13,365.00 City Permit Fees Washington State Sales Tax SANITARY SEWER SYSTEM Type TOTAL COST FOR WATER SYSTEM Size (Inches) STORM DRAINAGE SYSTEM Type SEWER MAIN DuClile Iron lRepla"""",nl) Length '" l.F. of _'.:.'" ____ _ STORM LINE STORM LINE HOPE SEWER MAIN SEWER MAIN DIAMETER OF MANHOLES L.F.of LF. Of EAof Engineering Design Costs City Permit Fees S 1.442.00 S 884 00 STORM FACILITY STORM INLET Detention Vault STORM CATCH BASIN c'.::''"...,.' ___ _ STORM CATCH BASIN _'.::''"_' ___ _ """ $ 12.30240 $ 141,80140 Length '''' 58'. 42,.'i· Washington State Sales Tax (Sewer Stub-line between sewer main and private property line) TOTAL COST FOR SANITARY SEWER SYSTEM $ 5880.15 $ 47.010,00 $ 61.176,00 Engineering Design Costs City Permit Fees Washington State Sales Tax TOTAL COST FOR STORM DRAINAGE SYSTEM STREET IMPROVEMENTS: (Including curb, gutter, sidewalk, asphalt pavement, and street lighting) Curb. Gutter, Curb R"",p. OrivlIWay Sidewalk. Asphalt Pa ..... manl. Guertlmll_ $171.747 26 (CosI) + $16.487,74 (WSST 0 9 6'110) '" $188,235 00 (Cos1 + Sat .. Ta.) SIGNALIZATION: (Including Engineering design costs, City permit fees, WA State sales tax) STREET LIGHTING: (Including Engineering design costs, City permit fees, WA Sate sales tax) Gary M. Merlino. President (206) 762-9125 Size L.F. of .:.':.'" ___ _ L.F. of fA of EA of EA of EAof .::5 ___ _ S 29.638.00 $ 884.00 S 36.966.60 $ 429,590 00 PRINT NAME PHONE SIGNATURE (Signatory must be authorized agent or owner of subject development) H:\CED\Data\Forms-Templates\Self-Help Handouts\Public Works\ COSTDATA form.doc 08/14 · ADVI SORY NOTE S TO AP P LI CAN T "-,w.:.:i::::.th,-,t""hc::.e-,-,A""""l::.::ic",,a::.:n::.t '",-s .... JV,:.::o~ve""m::.::b""e"-r .... l..:..7.'-'2":'O~1~6.;:in:.E's:.::e!.!rt=ed responses in bolded italics) RECElV LUA 14-000568 NO~ 1 S 20\6 ENG -Final Short Plat Submittal Review Fire Review· Building Comments Cl'{'l Of REN~ion 1 PLANNING DIVIS Contact: Corey Thomas I. Provide 4 inch square blue fire hydrant reflectors at a total ofthree fire hydrants. [Applicant's Response: The reflectors have been installed.] Technical Services Comments Contact: Amanda Askren Declaration ofCC&Rs Completed a quick review of the CC&Rs as submitted to check for items as related directly related to the City. The comments below are based on that review and may not reflect all changes necessary in the document. Page 1 references 2 tax parcels, but the property is only one parcel. [Applicant's Response: In response to this comment by Technical Services, David Halinen, the applicant's legal counselfor the subject short plat project, spoke by phone to Clinton Archibald, the King County Department of Assessments Mapping Supervisor to request that a single Assessor's parcel number be established for the subject property, property which had become a single parcel by virtue of the Declaration of Lot Combination approved by the City of Renton Department of Economic and Community Development under Project File No. LUA-14-000568 and recorded under King County Recording No. 20141114001240. Mr. Archibaldflatly rejected that request, explaining that, in view of the subject short plat application in process at the City, there was inadequate justification for his Department to go to the effort and expense to update its official map and records to reflect a single parcel for a relatively short period of time when the Department will have to revise its map and records again quite soon upon the short plat recording (in order to reflect the lots and tract that will be created by the short plat). Applicant's legal counsel has previously advised Amanda Askren by phone of the Department of Assessment's position.j Page 6 refers to Sheet 4 of 4 of Short Plat. Cross hatching does not meet recording standards and was requesting Sheet 4 be removed from Short Plat recording. [Applicant's Response: During July, the Applicant's legal counsel explained to Amanda Askren the importance of and need for the hatching on Sheet 4 of 4 and exchanged emails with her concerning it. After (I) Ms. Askren had the King County Records Office Manager examine the hatching on Sheet 4 of 4 of the short plat and (2) the King County Records Office Manager had explained to Ms. Askren why that office did not object to the hatching under the circumstances of Sheet 4 of 4, Ms. Askren sent applicant's legal counsel a 7111120163:24 PM email to advise him that the hatching shown will be acceptable. Accordingly, Sheet 4 of 4 will remain part of the set of short plat sheets and will include the hatching.] May need to adjust language to reflect the removal of that page. [Applicant's Response: This comment is no longer applicable.j Note the City of Renton land use action number and land record number, LUA 14 000568 and LND 20 0602, respectively, on the final short plat submittal. [Applicant's Response: Those numbers have been added to all four sheets of the short plat.] The type size used for the land record number should be smaller than that used for the land use action number. [Applicant's Response: Done.] Pagelof4 Ran: July 07, 2016 (with Applicant's November 18. 2016 inserted responses in balded italics!. Note said City assigned addresses on the final short plat drawing. [Applicant's Response: The City-assigned addresses are now shown on short plat Sheet 3 of 4.] Drainage Easement will require a separate easement that is recorded concurrently with the Short Plat. The legal description exhibit should be prepared, stamped, dated and signed by the applicant's surveyor. The surveyor should also prepare the map exhibit. [Applicant's Response: For the reasons setforth in detail in the November 09, 2016 4:59 PM email letter from the applicant's legal counsel to Amanda Askren the applicant rejects this purported "requirement" for a separate Drainage Easement instrument because such a requirement would be directly contrary to the Definition of "Short Plat Map, Final" under RMC 4-8-I20D.9 and, thus, is unlawful. (Note that the applicant's submitted short plat sets forth a Drainage Easement to the City in full conformance with that cited code provision.)] Sidewalk Easement will also require a separate easement that is recorded concurrently with the Short Plat. The legal description exhibit should be prepared, stamped, dated and signed by the applicant's surveyor. The surveyor should also prepare the map exhibit. [Applicant's Response: The applicant likewise rejects the purported "requirement" for a separate Sidewalk Easement instrument. (The applicant's submitted short plat sets forth a Drainage Easement to the City in full conformance with that cited code provision.)] Deed of Dedication for Right of Way reviewed with no comment. However, a REETA form will be required with the Deed of Dedication. [Applicant's Response: Comment noted. The applicant will execute and submit the Deed of Dedication for Right of Way along with a completed REETAform once the City has advised applicant's counsel that the short plat as submitted is ready for submittal of the short plat mylar sheets for approval signature by the Renton Public Works Administrator.] Sheet 4 of 4 seems unnecessary for Short Plat Recording and also does not meet King County Recording Standards with the hatching as submitted. [Applicant's Response: Sheet 4 of 4 provides important information for future owners of the short plat's lots and tract, and is thus necessary as far as the applicant is concerned. In view of the above-noted 7111120163:24 PM email from Amanda Askren to the applicant's legal counsel, the statement . that "Sheet" of 4 ... does not meet King County Recording Standards with the hatching as submitted, " it is now clear that the proposed hatching does not conflict with King County Recording Standards.] Legend on Sheet 3 of 4 calls out Found Rebar. Unable to see this symbol on the drawing if it is references a found rebar. [Applicant's Response: The applicant's land surveyor has removed the "FOUND REBAR AND CAP AS NOTED" call-out in the Legend because no such rebar was found as part of the survey for the subject short plat.] The west boundary line appears to be a non tangent curve based on running the plat exterior. Please add a radial bearing on the curve. [Applicant's Response: The request for the radial bearing might have been inadvertently overlooked on Sheet 3 of 4 of the revised Short Plat sheets herewith submitted because no radial bearing was added. The applicant's land surveyor will be consulted about this matter and an additional submittal of Sheet 3 of 4 will be made if the surveyor concurs that the west boundary is in fact a non-tangent curve. If the applicant's land surveyor concludes that the west boundary line is not a non-tangent, the applicant will have the surveyor provide supporting documentation for that conclusion.) Engineering Review Comments Contact: Jan Illian Project Close Out Page 2 of4 Ran: July 07, 2016 (with Applicant's November 18, 2016 inserted responses in bolded italics). ,--------------------------------------------------------------------------------------------- I. Utility Construction penn it will need to be signed off and finaled by inspector Pat Miller. [Applicant's Response: Comment Note. The applicant contends that all of the work that is the subject of the Utility Construction permit has been fully completed and that the permit must now be signed off and finaled.] 2. Submittal of paper "asbuilts", Bill of Sale, Cost Data, original signed and notarized Easement documents, Deed of Dedication, three copies of original signed REETA (Real Estate Excise Tax Affidavit) and a two year Maintenance Bond in the amount of20% of the cost of all improvements the city will own and maintain as shown on the Cost Data. [Applicant's Response: Paper "as-builts" and mylar as-builts have already been submitted to the City. Accompanying this November 18, 2016 second submittal of the final short plat sheets are three copies of completed (but unsigned) versions of (1) the City's "Bill ofSale"form and (2) the City's "Cost Data and Inventory" form. Both (a) three copies of an original signed REETA and (b) the two-year Maintenance Bond (from a surety company in the amount of 20% of the cost of all improvements the City will own and maintain as shown on the completed Cost Data and Inventory form) will be submitted along with the applicant- signedfinal short plat mylar sheets once the City has advised applicant's counsel that the short plat sheets are in a final form ready for submittal of mylar sheets.] Short Plat Comments /fJAdd language in the CCRs regarding HOA maintaining the drainage vault for two years. See language I sent liIa~ email. May need to be modified a bit as the vault is not inside a tract. [Applicant's Response: In view of (a) the Maintenance bond the applicant intends to provide to the City and (b) the City's form of MAINTENANCE AND DEFECT A GREEMENT (Two Years) that appears to be called for by the City's form of Maintenance Bond, will there be a need to add language to the Declaration of CC&Rs regarding HOA maintenance of the drainage vault for two years? The applicant hereby requests that Jan lilian consider this question and respond to applicant's counsel Dave Halinen concerning it.] 2. Submit original signed and dated CCRs. !Applicant's Response: The applicant intends to submit an Original signed and dated Declaration ofCC&Rs when the final plat mylar sheets are submitted.] 3. If separate easement documents are required please provide language and spacelline to insert recording numbers. [Applicant's Response: Comment noted. But see the applicant's responses to the particular Technical Services Comments (on the second page, above) that request a separate Drainage Easement instrument and a separate Sidewalk Easement instrument.] 4. Add note or table from TIR on the short plat addressing individual lot flow control BMPs for Basic Dispersion or Reduced Impervious Surface Area Credit. BMP will be sized to mitigate 10% of the size of each lot and will be addressed under separate building penn its. A separate Declaration of Covenant for Maintenance and Inspection of Flow Control BMP will be required to be submitted with each building penn it. [Applicant's Response: At the bottom of the left-hand column on Sheet 2 of 4 of the accompanying revised final short plat sheets, please see the paragraph under the heading STORMWATER RUNOFF FLOW CONTROL BMP REQUIREMENTS FOR EACH LOT. That paragraph addresses the topics of this comment 4.] Planning Review Comments Contact: Clark Close I. See redlines for 15.04139 Landscape Sheets Revised 2016 0610 L2 01 L2 31 (from Core Design's Joshua Beard for submittal) 22 by 34. [Applicant's Response: After communications with Renton Senior Planner Clark Close concerning the Landscape Sheets Revised 2016-06-10, Mr. Close concluded and advised appellant's counsel that revisions to those two sheets would not be required. During a November 17, 2016 phone conference with applicant's counsel, Mr. Close advised that he (1) had inspected that morning and had approved all of the project's landscape imp rovements.l'6ilired within the proposed City right-ol-way (Le., the Pah3 4 Ran: July 07, 20 I 6 (with Aoplicant 's November 18, -2O.J~ inserted responses in bolded italics). , proposed widened Cedar A venue right-ol-way and (2) intends to sign the "IN COMPLIANCE WITH CITY OF RENTON STANDARDS" statement on the mylar of each of those two Landscape sheets on November 18, 2016.] 2. See redlines for 11.2 Core's Draft 9 Merlino Short Plat Sheets (ROW 0613 2016) FOR SUBMITIAL. [Applicant's Response: In response to the redlines for the noted originally submitted short plat sheets, (a) many of the requested revisions have been made and (b) other revisions have been made infollow-up to phone discussions between applicant's counsel and Mr. Close concerning alternatives suggested to Mr. Close (alternatives that he told applicant's counsel would be acceptable.] Page 4 of 4 Ran: July 07,2016 (with Applicant's November 18, 2016 inserted responses in balded italicsl. RECEIVED NOV 1 8 2016 CITY OF RENTON City of Renton Short pt~fNN1f!Vif5fJ A14-568-SHPL-A Cedar Highlands Short Plat (formerly known as Merlino Short Plat) Merlino Land Development Co., Ine.'s Confirmation of Compliance with the Mitigation Measures (Conditions of Short Plat Approval) [Updated November 17, 20161 IThe mitigation measures (which are numbered 1 through 7) are set forth on page 17 of 18 (the decision page) of the September 15, 2014 Environmental Review Committee Report and Administrative Short Plat Report & Decision for Short Plat No. LUAI4-S68-SHPL-A signed by Renton Planning Director Jennifer Henning on September 19, 2014. (A copy of pages 1 through 18 of the Report & Decision is attached hereto for reference as Attachment I.») Compliance with Mitigation Measure 1.a Both (I) the layout of the subject short plat's lots and tracts and (2) the short plat project's infrastructure im provements were designed in con formance with both (a) The April 23, 2014 report prepared by Icicle Creek Engineers, Inc. entitled "Geotechnical Engineering Services Critical Areas Report, Merlino Short Plat Proposed 7-Lot Residential Development, Renton Washington, ICE FILE NUMBER 0864-002" and (b) The April 23, 2014 report prepared by Icicle Creek Engineers, Inc. entitled "Geotechnical Engineering Services Coal Mine Hazard Assessment, Merlino Short Plat Proposed 7-Lot Residential Development, Renton Washington, ICE FILE NUMBER 0864-002." Following the independent secondary review ofthose two reports by Associated Earth Sciences, Inc. (AESI) (a secondary review that the City summarized on page 5 of 18 of the above-noted attached Report & Decision), (i) the civil construction drawings embodying those designs were approved by the City and (ii) the project's intrastructure improvements have HSW Hearly been completed. In regard to paragraphs i and ii of Mitigation Measure I.!!, note that (I) Sheet 3 of 4 of the set of short plat sheets for recording submitted for City approval reflects both (a) the 25-foot-wide minimum rear yard setback distance trom the top of the engineered protected slope and (b) the IO-foot- wide minimum side yard setback distance trom the top of the engineered protected slope; and Page I 06/13/2016 (updated 11-17-2016 with revisions illustrated by "track changes") 1--·----···· -------------------------------------------- (2) SETBACK NOTE I on Sheet 2 of 4 ofthe set of short plat sheets provides additional information (a) relating to the history of the design and construction of the engineered protected slope, (b) referencing Icicle Creek Engineers, Inc.'s April 23, 2014 "Critical Areas Report," and (c) pointing out that that report sets forth the recommendations concerning (i) the 25-foot- wide minimum rear yard building setback distance from the top of the engineered protected slope along the west side of all seven of the proposed lots, (ii) the I O-foot-wide minimum side yard building setback distance from the top of the engineered protected slope to the north of Lot I, and (iii) the to-foot-wide minimum side yard building setback distance from the top of the engineered protected slope to the south of Lot 7; and (3) SETBACK NOTE 2 on Sheet 2 of 4 of the set of short plat sheets states in relevant part: 2. IN VIEW OF NOTE I, ABOVE, ALL FUTURE OWNERS OF ANY OF THE LOTS ARE HEREBY ADVISED AS FOLLOWS: A. SEE SHEET 3 OF 4 HEREOF FOR A DEPICTION OF THE APPROXIMATE LOCATIONS OF THE FOLLOWING: (\) RgGARDll'JG THE MINIMUM 25-FOOT-WIDE REAR YARD Al'JD SlOg YARD MINIMUM BUILDING SETBACKS FOR ALL STRUCTURES ON LOTS I THROUGH 7 FROM THE TOP OF THE ENGINEERED PROTECTED SLOPES LOCATED AT OR NEAR AND ALONG THE WEST EDGE OF LOTS I THROUGH 7; (2) THE MINIMUM I O-FOOT-WIDE SIDE YARD BUILDING SETBACK FOR ALL STRUCTURES ON LOT I FROM THE TOP OF THE ENGINEERED PROTECTED SLOPE LOCATED AT OR NEAR AND ALONG THE NORTH EDGE OF LOT I:AND (3) THE MINIMUM 10-FOOT-WIDE SIDE YARD BUILDING SETBACK FOR ALL STRUCTURES ON LOT 7 FROM THE TOP OF THE ENGINEERED PROTECTED SLOPE LOCATED AT OR NEAR AND ALONG THE SOUTH EDGE OF LOT 7. Page 2 06113/2016 lupdated 11-17-2016 with revisions illustrated by "track changes") • • • In regard to paragraph iii of Mitigation Measure I.a, note that the applicant's infrastructure contractor, Gary Merlino Construction Co., Inc., has slightly bennedlgraded the west edge of the plateau near the top of the engineered protected slope to prevent surface water runoff on the slope from the plateau. Note also that the plateau's surface has been graded to slope toward Cedar Avenue (i.e., away from the engineered protected slope). Compliance with Mitigation Measure 2 See SETBACK NOTE 2 on Sheet 2 of 4 of the set of short plat sheets, a note that states in relevant part: 2. IN VIEW OF NOTE I, ABOVE, ALL FUTURE OWNERS OF ANY OF THE LOTS ARE HEREBY ADVISED AS FOLLOWS: • • • B. THE REINFORCED S.DIL SLOPE (RSS) (ALSO KNOWN AS. THE "ENGINEERED PROTECTED SLOPE" AND AS THE "ENGINEERED FILL SLOPE") WAS ONLY EVALUATED FOR SLOPE STABILITY FOR CONSTRUCTION OF A RESIDENCE (TYPICAL TWO-STORY, WOOD-FRAME CONSTRUCTION) ON EACH OF THE SEVEN LOTS. ANY ADDITIONAL STRUCTURE OR ANY OTHER TYPE OF RESIDENCE STRUCTURE PROPOSED TO BE PLACED ON ANY OF THE SUBJECT LOTS MUST FIRST BE EVALUATED FOR AND IN RELATION TO STABILITY OF THE RSS (ENGINEERED PROTECTED SLOPE} BY A LICENSED ENGINEERING GEOLOGIST OR PROFESSIONAL ENGINEER EXPERIENCED WITH GEOTECHNICAL MATTERS, AND ALL REQUIRED PERMIT(S) MUST BE OBTAINED FROM THE CITY OF RENTON PRIOR TO CONSTRUCTION OF ANY SUCH STRUCTURE. Compliance with Mitigation Measure 3 The applicant believes that copies of all known WSDOT Inspector Daily Reports and all Page 3 06113/2016 (updated 11-17-2016 with revisions illustrated by "track changes") known material testing reports of record from the 2009 fill ofthe subject short plat property prepared as part of the "1-405 Renton Stage 2 Design/Build Project" for the widening ofinterstate 405 through Renton were submitted to the City of Renton before the City approved the civil construction design drawings for the project. Compliance with Mitigation Measure 4 A Site Map with then-current topographic survey information on it and bearing the Professional Land Surveyors stamp of Core Design surveyor Robert David West with his signature dated January 15, 2015 was submitted to the City as part of the set of civil design drawings during 2015. That Site Map sheet was approved by the City on June 5, 2015 as being in compliance with City of Renton Standards and was filed under City drawing file number R-382302. (See Attachment ~ for an I I" by 17" reduced-size copy of that Site Map sheet.) Compliance with Mitigation Measure 5 No vegetation in the protected slope areas was cut down or otherwise removed during construction of the short plat improvements, other than those directly tied to the construction of the cul-de-sac road improvements. Compliance with Mitigation Measure 6 The applicant has filed an application with and has obtained a Certification ofIncorporation from the State of Washington Office ofthe Secretary of State Corporations & Charities Division for the "Cedar Bluff Homeowners Association," the homeowners association that will have shared responsibility for "[b]asic tree and vegetation maintenance of the portiones) of the two areas of the Native Growth Protection Easement ("NGPE") located within Tract A that lie outside of both (i) the 20-foot-wide perpetual ingress/egress easement and the 80-foot-wide soil nails easement set forth in an instrument recorded under King County Recording No. 20 110802000538 and (ii) the 12-foot- wide terminable ingress/egress easement under King County Recording No. 2015060000721." [In Attachment 3 (a copy of the 6-13-2016 draft of the DECLARATION OF COVENANTS, CONDITIONS, AND RESTRICTIONS FOR CITY OF RENTON SHORT PLAT LUAI4-568- SHPL-A), see section 4.1 on pages 5 and 6 and see footnote I on page 5.] Compliance with Mitigation Measure 7 The location ofthe proposed wood split-rail fence in the southeast portion of Tract A (along and slightly north of the north! boundary of the Class 3 stream buffer) has been specified on the 'Note that a scrivener's error exists in Mitigation Measure 7: namely, that mitigation measure's call for construction ofthe wood split-rail fence along the south boundary ofthe Class 3 stream buffer. That called-for south location for a wood split-rail fence is obviously an error because (a) situating the split-rail fence along the south boundary of the Class 3 stream buffer would not situate the fence between the stream and the short plat's Page 4 06113/2016 (updated 11-17-2016 with revisions illustrated by "track changes") IlFell8sea final Landscape Plan sheet and Landscape Schedule & Details sheet (Sheets L2.0 I and L2.31 of2) that were are lleiAg included as part ofthe June 14,2016 sHBjeel submittal package ofthe short plat for recording. (See Attachment 4 for an II" by 17" reduced-size set of copies ofthose two sheets.) Sheet 3 of 4 of the set of short plat sheets also depicts the fence location. The fence has been constructed. Clark Close. a Senior Planner of the City of Renton Planning Division, has advised the applicant's counsel that (I) those sheets are acceptable to the City, (2) he intends to sign the "IN COMPLIANCE WITH CITY OF RENTON STANDARDS' statement on the mylar of each of those two sheets on November 18, 2016, and (3) he has inspected and approved the fence as constructed is Is lle eSASIFHelea IlFisF Is FeesFaiAg sflAe sAsrI ilia!. In regard to a requirement for Homeowners Association maintenance of that split-rail fence being placed on the face of the short plat, note that the last paragraph of the TRACT A NOTE on Sheet I of4 of the set of short plat sheets states: SHEET 3 OF 4 HEREOF DEPICTS THE APPROXIMATE LOCATION OF A WOOD SPLIT-RAIL FENCE IN THE SOUTHEAST PORTION OF TRACT A. THAT FENCE IS LOCATED AT OR NORTH OF THE NORTH EDGE OF A CITY OF RENTON-REQUIRED 75-FOOT -WIDE STREAM BUFFER THAT EXTENDS PARTLY INTO TRACT A FROM A CLASS 3 STREAM LYING WITHIN A PARCEL OF LAND TO THE SOUTH OF TRACT A (A PARCEL THAT IS OWNED BY THE STATE OF WASHINGTON). AS PART OF MITIGATION MEASURE 7 OF THE CITY'S SEPTEMBER 19, 2014 ADMINISTRATIVE SHORT PLA T APPROVAL DECISION FOR THIS SHORT PLAT, THE CITY OF RENTON REQUIRES THAT THE CEDAR BLUFF HOMEOWNERS ASSOCIATION MAINTAIN THIS FENCE. lots and (b) thus would not provide any mitigation for the stream in relation to the project. Page 5 06/13/2016 (updated 11-17-2016 with revisions illustrated by "track changes") Attachment 1 A set of copies of pages I through 18 of the September 15,2014 Environmental Review Committee Report and Administrative Short Plat Report & Decision under City of Renton Short Plat No. LUA 14-568-SHPL-A signed by Planning Director Jennifer Henning on September 19,2014 follows this page. (Exhibits referenced in that report are intentionally omitted). : ' , DEPARTiviENT OF COMMUNITY AND, ECONOMIC DEVELOPMENT ENVIRON,MENTAl REVIEW COMMlnEE REPORT AND ADMINISTRATIVE SHORT PLAT REPORT & DECISION ERC MEETING DATE: Project Nome: Project Number: Project Manager: Owner/APplicant: Contact: Project Location: Project Summary: Site Area: STAFF RECOMMENDATION: September 15, 2014 Merlino Short Pla.t LUA14~00056S, EC;~, SHPL-A, MOD Clark H. Close, Associate Planner Jim Blais, MerlinciLand Development Co., Inc,; 50501" Ave Ste 102, Seattle, WA.9S134-2400 Lafe He(mansen, Coce Design, Inc. 14711 NE 29t~ Place, Ste 101, Bellevue, WA 9Soo7 700-S00 Block of Cedar Avenue South / PID 202305-9085 and 000720-0194 The applicant is re'questihgto subdivide two parcels totaling approximately ,160;943 'square feet (3.69 acres) Into, seven single, family lots and one tract (Critical Area Tract, A) in the Residentiill-S (R'S) zone, resuiting in a dElnsitYof 6.S6 ,dwelling unitS per net acre, The site is located southwest ohhe intersection of South 7th Street and Cedar Avenue ?outh in 'Renton" Washington, The 'proposed lots would' range in size from 6,595 sf to 7,989' sf, and 'would be accessed'vla private driveways from Cedar Avenue South, The project'site is roughly lSacresin size and is currently'covered in grass, The site was mass'graded as part of the 1-405 widening pf6je~t, ~o there will be minjmal grading to construct seven single family lois, storrnwater'vaultand associated utilities, and no clearing, One combined detention and water qua.ijty treatment vault will be located at the south end of Cedar' Ave S in the dil-de-sac. Half street frontage improvements will be constructed on tli", west side of Cedar Ave S. The site contains sensitive areas, such as coal mine hazards, erosion,hazards, steep slopes; and landslide hazards, The applicant submitted a Technical Information Report,Geotechrilca.1 Engineering ,ServicesCcitical Areas Report, Coal, Mine Hazard Assessment,. and an exception through a waiver under RMC' 4-3'050J.5,d for the placement cif a wedge- shaped sliver fill and part of a retaining wall 'within the protected slope area on proposed Tract A. 3,69 ac!es Staff Recommends that the,Environmental Review Committee' Issue a Determination of Norl-SI~:nlflcal1,ce ------------------ :~:m.~{J:,~~~,,'~~~..?i:3~~""'S%'!,'~:'1ii~~~:.!i~~~Xlli:ll'£.~~~~~i;7.t~~~::f..~"Sffi..ry~,;w~:t~~:",,-,",-..,..~':t~:;;;~-"""l.«A~~,&;~~.,.j<-l • , City of Renton Department of CommunITy & Economjc Development MERUNO SHORT PLAT Environmental Review Committee Report LUAl4-000S6B, ECF, SHPL-A, MOO Report of September 15, 2014 Page 2 of 18 . PART ONE: PROJECT DESCRIPTION I BACKGROUND A_ EXHI BITS: Exhibit 1 Exhibit 2 Exhibit 3 Exhibit 4 Exhibit 5 Exhibit 6 Exhibit 7 Exhibit 8 Exhibit 9 Exhibit 10 Exhibit 11 Exhibit 12 Exhibit 13 Exhibit 14 Exhibit 15 ERC Report Merlino Short Plat Site Plan Existing Conditions Grading and Utility Plan Landscaping Plan Icicle Creek Engineers, Inc. Geotechnical Engineering Services, Critical Areas Report (dated April 23, 2014) Icicle Creek Engineers, Inc. Geotechnical Engineering.Services, Coal Mine Hazard Assessment (dated April 23, 2014) Preliminary Technical Information Report prepared by Core Design Inc. (dated April 18, 2014) Associated Earth Sciences Inc. (AESI) Contract Agreement Associated .. Earth Sciences Inc. (AESI) Secondary Review Report (dated June 30, 2014) Icicle Creek Engineers, Inc. Geotechnical, Geologic and Environmental Services Response to AESI Secondary Review Comments (dated August 6, 2014) Raede~e Associates, Inc. Technical Memorandum, Standard Stream Study (dated August 8, 2014) Muckleshoot Tribe Email: Walter Public Comment Email: Custer Advisory Notes to Applicant B. GENERAL INFORMATION: 1. Owner(s) of Record: Jim Blais, Merlino La'nd Development Co., Inc., 5050 1" Ave Ste 102, Seattle, WA 98134-2400 2. Zoning Designation: Residential-8du/ac (R-8) 3. Comprehensive Plan Land Use Designation: Residential Single Family (RS) 4. Existing Site Use: Vacant Residential 5_ Neighborhood Characteristics: Location Parcel No. Address Land Use Zoning Site 000720-0194 700-800 Block of Residential Single Family Residential-8 202305-9085 Cedar Ave S North 722140-0281 610 Mill Ave S Residential Medium Density Residential-l0 North 780416-0000 629 Cedar Ave S Residential Single Family Residential-8 South 202305-9163 WSDOT Residential Single Family Residential-8 East 329470-0005 1209S ]''' St Residential Single Family Residential-8 East 329470-0006, -0015, 708-818 Cedar Residential Single Family Residential-8 -0010, -0021, -0020, AveS -0031, -0030, -0032 West 202305-9007 901 Grady Way Commercial Corridor Commercial Arterial 6. Access: 7. Site Area: Access to the short plat is proposed via private driveways from Cedar Ave S. 160,943 square feet (3.69 acres) ERe and Short Plat Report -Merlino Short Plat ~ , ~iK-w~~:'~*~-~¥::o:=~~~,%~-¥§#i 'tt-~.1;:~~;ii~·,;-;·~C}~z..=,,:-;-z::=rc~:;Y:;>-:'r::}.:£!}":&"-F!-~~~~~~"'§;m~-:'~*E3fCl!£F~~-d-~~'!i7."'AAt !€~~-fut.$;:~ ., ~ aty of Renton Department of Community & Economic Development MERLINO SHORT PLA T Report of September 15, 2014 C. HISTORICAl/BACKGROUND: Action Comprehensive Plan Zoning Annexation Short Plat D. PROJECT NARRATIVE: land Use File No. N/A N/A N/A LUA05-093 Ordinance No. 5099 .5100 1547 N/A Environmental Review Committee Report LUAl4-000S68, ECF,SHPL-A, MOD Page 3 of 18 11/01/2004 11/01/2004 06/07/1956 01/12/2006 (expired) The applicant is requesting Short Plat' approval and Environmental (SEPA) Review for the subdivision of two King County parcels (Parcel Nos. 000720-0194 and 202305-9085) into one tract (Critical Area Tract A) and seven (7) lots for the future construction of single family residences (Exhibit 2). The site is located southwest of the intersection of South 7th Street and Cedar Avenue South, in the 7oo-to-800 block of Cedar Avenue South; specifically, the site is located in the NW l';Section 20, Township 23N, Range 5E, W.M. The subject site is generally rectangular in shape and is bordered by Cedar Crest Condominiums to the north, single family homes on the east, vacant land to the south, and 1-405 is down the vegetated slope, The 3.69-acre vacant project site is located within the Residential -8 (R-8) dwelling units per net acre zoning classification. The proposed lots would range in size from 6,595 square feet in area to 7,989 square feet. The lots are positioned within the level, upper area (plateau) of the Engineered Fill. There will be minimal excavation onsite, approximately ±350 cubic yards cut'for foundations and utilities, and approximately ±700 cubic yards fill (Exhibit 4). Half-street frontage fmprovements on Cedar Avenue South will be completed to provide 13.5 feet of pavement from the right-of-way centerline with a cul-de-sac to be located at the south end of Cedar Avenue South. To construct the cul-de-sac bulb, a "sliver fill" and retaining wall up to 6-feet high and up to 6-feet thick will be required (Exhibit 4). The site was mass graded as part of the 1-405 widening project" so there will be minimal grading to construct the lots, stormwater vault and associated utilities, and no clea~ing. As part of the improvements, the applicant is seeking an exception through waiver under RMC 4-3-050J.5.d to complete the road widening, stormwater and associated utilities in the protected slope. No vegetation in the protected slope areas should be cut down or otherwise removed during construction of the short plat improvements, other than the cul-de-sac improvements (i.e., the small sliver fill and/or retaining wall to the south and southwest edge of the cul-de-sac). Staff will recommend this as acondition of approval of the short plat. The site is underlain by structural fill with a fill slope on the west side of the site to 1-405, creating a bench or nearly-level plateau (slopes from north to south at 1.8 percent) area that extends west of the existing Cedar Avenue South about 112 to 122 feet to the plateau's crest) for future single family development. The site west of the bench slopes steeply toward 1-405, measured at approximately 30 degrees (circa 1.75H:1V). The deepest fill section is 40 feet and is located at the southw!!st corner of the proposed site. The filled site is underlain by till and bedrock. The southern portion contains areas of medium coal mine hazards, high coal mine hazards and high landslide hazards, as identified by Icicle Creek Engineers Inc. in their'Coal Mine Hazard Assessment Report (Exhibit 7). The combined detention and Vlater quality treatment vault will be located in the proposed cul-de- sac. The treated and detained flows will then be discharged west into the existing rock-lined ditch (2:1 slope) north of the WSDOT access road where it will combine with a ditch flowing south towards WSDOT's stream mitigation area on State-owned property. This short plat is an administrative review process. E. PUBLIC SERVICES: 1. Utilities ERe and Short Plat Report -Merlino Short Plat ~~::?'i~~~~~t".;;-~.>(.~~~:,:~:;s'~'C:;;: ,,_ij-~~~~1'&-1"~~¥~~~W-·i..!'f3t~~~~~~43:~~) -!t*::~¥''''-W'':'-3:&:~~~"3-s.~ City of Renton Department of Community & Economic Development Environmental Review Committee Report II MERUNO SHORT PLAT LUAl4-000568, ECF, SHPL-A, MOD Report of September is, 2014 Page 4 of 18 a. Water: Water service is provided by the City of Renton. There is an existing 4-inch water main in Cedar Avenue South and an existing 12-inch water main on th,e west side of Cedar Avenue South, north of the site. b. Sewer: Sewer service is provided by the City of Renton. There is an existing 10-inch,sewer main in Cedar Avenue South. c. Surface/Storm Water: There is an existing 12-inch diameter conveyance system and catch basins along Cedar Avenue South. 2. Streets: There is an existing sidewalk on the east side of Cedar Avenue South. Existing right-of-way width for Cedar Avenue South fronting the site is 40 feet. Existing width of pavement is approximately 22 feet. The plan set submitted to the City of Renton on April 29, 2014 shows the proposed Cedar Avenue South rlght-of- way section which meets the City of Renton's Residential Access code, including half, street frontage improvements of 13.5 feet of pavement width with curb and,gutter, anS-foot planting strip and.a S.foot sidewalk. 3. Police and. Fire Protection: City of Renton Police and Fire Departments would provide service. 4. Schools: The site is within the Renton School District. PART TWO: ENVIRONMENTAL REVIEW In compliance with RCW 43.21C.24O, the following environmental (SEPA) review addresses only those project impacts that are not adequately addressed under existing development standards and environmental regulations. A. Environmental Threshold Recommendation Based on analysis of probable impacts from the proposal, staff recommends that the Responsible Officials: Issue a DNS-M with a 14-day Appeal Period B. Mitigation Measure(s) 1. Project is subject to both Icicle Creek Engineers Inc., Geotechnical Engineering Services Reports, dated April 23, 2014, including but not limited to: a. The applicant shall be required to record on the face of the short plat plan that the rear yard building setback, for all structures, shall be a minimum distance of 25 feet from the Engineered Protected Slope along the west property lines of all seven lots. b. The applicant shall be required to record on the face ofthe short plat plan that the side yard building setback.from the portion of the engineered fill slope area to the north ofLot 1 and to the south of Lot 7 shall'be 10 feet for all structures. c. The applicant shall be required to slightly berm/grade the west edge of the plateau at the crest of the Engineered Slope to prevent surface water runoff onto the slope from the. plateau. C. Environmentallmpacts The Proposal was circulated and reviewed by various City Departments and Divisions to determine whether the applicant has adequately identified and addressed environmental Impacts anticipated to occur in conjunction with the proposed development. Stoff reviewers have identified that the proposal is likely to have the following probable impacts: 1. Earth Impacts: The future development area of the site can best be characterized as flat. Outside the proposed development area, the site is sloping and is characterized primarily by steep slopes (measured at roughly 30 degrees). The applicant is proposing 700 cubic yards of fill for the proposed cul-de-sac portion of the road and anticipating roughly 3S0 cubic yards of cut for constructionoffoundations and utilities. ERe and Short Plat Report -Merlino Short Plat -------------------------------------------------- 1~_l':!:~~~~~.,wic~k.'iCW':~:.::~~~~'R'::-::~-:-::~'*.0"=fu£i§?: .. :r:l,·i,f-i::;:~~$:~~~~~*:.§£~~~~~~.Dto~'"%,.~~~~~cm-}2f~~~;:·SR«:t«%'!:~~~l I C;ty of Renton Deportment oj Community & Economic Development MERUNO SHORT PLA T Repcrt cf September IS, 2oi4 Environmental Review Committee Report LUAl4-000568, ECF, SHPL-A,.MOO Page 5 of 18 The applicant submitted a Geotechnical Engineering Services, Critical Areas Report and Coal Mine Hazard Assessment, dated April 23, 2014 prepared bV Icicle Creek Engineers, Inc. (ICE) (Exhibits 6 & 7). The reports state that the engineered fill that was installed as a part of the 1-405 widening pr()ject was designed such that residences could be constructed on this fill. Thev further state that CH2M Hill evaluated the stabilitv of the engineered fill for sliding'global stability, compound failure, internal stabilitY, and seismic stability; and that the final design of the engineered fill slope required a minimum factor of safety (FOS) of at least lSfor all the factors evaluated. Special inspections were performed and completed bV Maves Testing Engineer's l.nc. (Mayes) for the construction of the reinforced soil slope constructed on the subject site. On April 23, 2014, Mayes wrote "all work inspected was either performed in accor!lance with or corrected to conform to the 1-405 Corridor Design Builder's Geotechnical Design Recommendations Memorand'um." In ICE's 2014 Coal Mine Hazard Assessment, identifies 12 test pits and three test bcrings cfthe Merlino Property (2005 Report) and concludes that a "High Ccal Mine Hazard Area" occurs at the south end of Cedar Ave S. Additional subsurface evaluation, fcllowing seven test borings i;,2009, indicated that the high coal mine hazard area are consistent with RMC 4-3-0S0J.1 Geologic Hazards -Applicability and RMC 4-3-050J.2 Geologic Hazards -Special Studies Required. No surface water was observed within the subject site in either 2009 or 2014 as part of ICE's reconnaissance efforts, and boring log information indicates that groundwater was found generallv in the Renton Fo'rmation, below elevation 100 feet. The Natural Resources Conservation Service has mapped the site soils as Alderwood and Kitsap soils. However,';n the area of the site that is proposed for residential development, fill soil was placed in 2009 as part of the WSDOT 1-405 widening project. The City of Renton has identified concerns regarding the compounded impacts placed on the slope through the introduction of seven single familv homes, a vault, road improvements to, Cedar Ave S, and the addition of a retaining wall to the steep slope; The improvements to the hillside create a potential for instability on the slope both during and after construction. Specific areas of concern include the following items: 1) existing slope versus designed slope and their respective factor of safeties; 2) wall design over proposed fill on recently constructed steep slopes; 3) increased drainage discharge ontoWSDOT downstream steep slopes and drainage ditch, and how it would affect toe, issues for that existing slope; 4) soil liquefaction; 5) slope stability'analysis; 6) anticipated weights before and after constructed plat (weight analvsis would assume full water weight of soils per cubic feet due to required'flow control BMPs for each home.); 7) coal seam impacts from past boring records; and 8) effectiveness of proposed mitigating measures for impacts. As a result of these concerns, the City facilitated a contract agreement with Associated Earth SCiences, Inc. (AESI) to engage in an independent secondary peer review of the Icicle Creek reports, as they relate to the steep slope, the proposed project, and the Renton Municipal Code (RMC) Critical Areas Regulations (RMC 4- 3-050). The City of Renton's Community Economic Development Department contracted with Associated Earth Sciences Inc. (AESI) to conduct an independent secondary review of the two reports prepared bvlcicle Creek Engineers, Inc. (Exhibit 9). AESI provided comments that addressed staff concerns, denoted as items 1-8 as identified (Exhibit 10). The applicant was given the opportunity to respond to the independent secondary review completed by AESI (Exhibit 11), The responses from both AESI and ICE provide adequate comments that address these specific areas of concerns, For example, the 25-foot setback from the top of RSS is a conservative plan,and was identified as being within the base assumptions for evaluating 'the adequate slope stability factor of safety by the CDB August 2009 Memorandum; or the increased stormwater discharge to the current rock-lined ditch has more capacity to convey tfie 100-year undetained peak flow; or the engineer used a conservative traffic surcharge of 250 psf in the slope stability analysis and the final design plans for a typical two-story, wood-frame construction (setback at least 25 feet from the top of the RSS) that provides for adequate FOS. An exception through waiver under RMC 4-3-050J.5.d for placement of a wedge-shaped sliver fill and part of a retaining wall, within a small portion of the protected slope area on proposed Tract A, is necessitated by and associated with the public road widening for a required 90-foot cul-de-sac turnaround at the south end ERe and Short Plat Report -Merlino. Short Plat k I. I r: r I' I: city of Renton Depart.ment af Community & Economic Development MERUNOSHORT PlAT Report of September 15, 2014 Environmental Review Committee Report LUA14-00056B, ECF,SHPL,A, MOO Page 6 of 18 of Cedar Avenue South (the road exceeds 300 feet in length). The proposal's design was challenging due to an existing gravel·access road, in addition to an existing gravel access road on the south end of the property, which leads to the WSDOT stream mitigation area and also due to the location of the exiting steep slope at the end of the road. The location of the cul-de-sac will require a portion of the gravel road to be relocated to the south of the cul-de-sac. The filling will allow the cul-de-sac's southwest edge to be high enough in order to keep the roads surface's cross-slope to a reasonable maximum grade (approximately 6%). Widening Cedar Ave S with a cul-de-sac will improve the livability of the exiting neighborhood via increased fire accessibility through a fully sized cul-de-sac turnaround that meets the dimensions and requirements of the code. Under current conditions, Cedar Ave S is considered to be a dead end; no other location is functionally feasible because the cul-de-sac has to be on the south end of the exiting road. ICE's geotechnical evaluation indicates that the proposal will not increase the risk of occurrence of a geologic hazard and identifies measures to eliminate or reduce risks; and the applicant will be required to design a Temporary Erosion and Sedimentation Control Plan (TESCP) pursuant to the 2009 King County Surface Water Design Manual Erosion and Sediment Control Requirements. The applicant is proposing that Tract A will include a Native Growth Protection Easement (NGPE) over portions of the tract that encompasses the protected slopes. The specific language states "such easement proposed to be subject to a right of lot owners and the homeowners association, if any, t6 top trees within the NGPE for preservation of views to the west and northwestfrom the, future homes and rear yards on the proposed lots." Staff supports encompassing Tract A with a NGPE with the Home Owners Association (HOA) having responsibility for basic tree maintenance, provided the work is conducted outside the jurisdiction held by WSDOT through the. several easements (20-foot perpetual ingress/egress, 12-foot terminable ingress/egress, 35-foot ingress/egress and utility, and an 80-foot soil nails per KC recording no. 20110802000538). Staff will not support short plat language that encourages or allows the topping of trees within Tract A so that future property owner may maintain views. Mitigation Measures: Project construction shall be required to comply with the mitigation recommendations, identified in the submitted Icicle Creek Engineers, Inc. Geotechnical Engineering Services reports (dated April 23, 2104). Nexus: SEPA Environmental Review, RMC 4-3-050 Critical Areas Regulations, RMC 4-4-060 Grading, Excavation, a,nd Mining Regulations. 2. Water • a. Wetland, Streams, Lakes Impacts: The applicant submitted a Critical Areas Report, prepared by Icicle Creek Engineers, Inc., dated , April 23, 2014, identifying an existing Class 3 stream, an existing Class 5 stream, and an existing Category 3 wetland all offsite on the WSDOT property to the south of the subject property (Exhibit 3). The City requested a standard stream study be conducted by the applicant on July 11, 2014. The applicant submitted a technical memorandum, from an aquatic scientist, that provided classification for the two offsite stream channels directly adjacent and south of the project site, in parcel no. 2023059163 (Exhibit 12). The stream channels lie within the north margin of the wooded portion of the WSDOT site and flow east to west 'parallel to each other. They are tributary to Thunder Hill Creek and confluence with the creek shortly before passing beneath Interstate 405. Thunder Hill Creek then becomes Rolling Hills Creek, which is tributary to Spring Brook Creek. The two streams are identified as Streams Band C, with Stream B occurring farther south than Stream C (Exhibits 2 and 4). Neither stream channel occurs on the map of Renton Water Classes. Both Stream Band Stream C are very similar in characteriStics. The two streams are only 40 to 60 feet apart, shar,e a common riparian corridor of similar composition, are roughly four to five feet in bank full width, and are incising heavily in the native soils. Stream B flows through a previously identified Class 3 wetland before joining witli ERe and Shon Plat Repan -Merlino Shon Plat r1'~:1:,,;;m."'''<&~'''''''''7lli~~~''' ',;:;r~li'j"~~~"",,,-Ilf:!I' .. Bt",;l!~i(\~~~~~~~"'~R..~'~~~:;::t'i!t?"'~~1: i· i: I City of Renton Department oj Community & Economic Development Environmental RevIew Committee Report l I MERLINO SHORT PIA T LUAl4-000S68, ECF, SHPL-A, MOD ' Report of September 15, 2014 Page 7 of 18 Steam C. Stream B was identified as the Class 3 stream which requires a 75-foot standard buffer. Stream C doesn't appear to exist in historical photographs; it originates from a stormwater outfall located at the south end of Cedar Ave S, is intermittent and non-salmonid-bearing; it has been classified as the Class 5 stream, and carries no standard buffer requirement. The project is within 200 feet of these' streams, and only the undisturbed southeast corner of Tract A (103,440 square feet) is located within the Stream B's 75-foot buffer. The proposed relocation of WSDOT's existing 12-foot terminable ingress, egress easement (Recording No. 20110802000538) or gravel road for stream mitigation is planned within 200 feet of the oftSite wetland in order to complete the retaining wall and cul-de-sac road improvem~nts. No impacts are proposed to the existing buffers, as identified on the southeast corner of the site. It is also expected that there will be less stormwater runoff from Cedar Ave S to the discharge point at the head of Stream C. In the developed conditions, storm water from the short plat and the west half of Cedar Avenue S will be collected by a proposed storm drain system in the cul-de-sac on the south end of the project. The vault will discharge to an existing rock-lined ditch on the north side of the existing WSDOT access road, which heads southwest where it drains north to a Type 2 Catch basin with a bird cage structure. ' The Muckleshoot Tribe has identified two concerns, based on a review of the proposed project (Exhibit 13). The first concern was that the project will need to demonstrate compliance with the'CitYs stream buffer regulations for potential fish bearing waters; and the second concern involved treating stormwater using enhanced water quality treatment methods to reduce pollutants in stormwater released from the stream's site that would ultimately drain to the Cedar River. The purpose of the stream buffer regulations are to protect riparian habitat in order to provide for bank and channel stability, sustained water supply, flood storage, recruitment of woody debris, leaf litter, nutrients, sediment and pollutant filtering, shade, 'shelter, and otherfunctions that are important to both fish and wildlife; prevent the loss of riparian acreage and functions and strive for a net gain over present conditions through restoration where feasible; protect aquatic habitat for salmonid species. Buffer widths are set by RMC 4-3-050 Critical Areas Regulations based upon the water body or wetland classification. The offsitestream (Thunder Hills Creek), located to the south of the subject site, is partially piped and conveyed underneath roads and buildings downstream of 1-405. The stream has been documented in the WDFW/WSDOT 2013 Fish Passage Barrier Assessment report as a fish- passage barrier, as subject to replacement per Federal Court injunction under U.S. v Washington, and as a potential fish bearing water based on available habitat conditions upstream of 1-405. Class 3 waters are non-salmonid-bearing perennial waters during years of normal rainfall. They are mapped on Figure Q4, Renton Water Class Map, as Class 3. Class 2 waters are perennial or intermittent salmonid- bearing waters which historically and/or currently is known to support salmonids, including resident trout, at any stage in the species Iifecycle,Thunder Hills Creek is mapped in the Renton Water Class Map as a Class 3 stream and is therefore subject to a minimum width of seventy-five feet (75') per RMC 4-3-050L.5.a.i.b. The buffer widths have been identified on the project site map, and all new construction must comply with Renton Municipal Code. An additional 25-foot buffer enhancement could potentially require mitigation, such as greater biologic and hydrologic functions, or no net loss of riparian habitat, or water body function for the proposed relocation of the gravel ingress/egress access road to WSDOT's stream mitigation area. BMPs will be required to help mitigate the impacts created as a result ofthe relocation of an 80-foot section of WSDOT's.wetland access road. Mitigation Measures: No further mitigation needed. Nexus: Not applicable b. Storm 'Water Impacts: The applicant submitted a preliminary Technical Information Report (TIR), prepared by Core Design, Inc. (dated April 18, 2014; Exhibit 8). The project was designed usingthe guidelines and ERe and Short Plat Report -Merlino ShortPlat City of Renton Depanment of Community & Economic Development MERLINO SHORT PIA T Report of September 15, 2014 Environmental Review Committee Repon LUAl4-00056B, ECF, SHPL-A, MOD Page 8 of 18 requirements established in the 2009 King County Surface Water Design Manual. According to the TIR, Cedar Avenue South drains south through an existing storm drain system and outlets to a Class 5 stream south of the proposed project. The existing 2:1 slope constructed in 2010 as part of the construction of W5DOT 1-405 widening project drains west to a ditch flowing south on the west boundary or bottom of the site. The flatter portion of the site drains south to an existing onsite ditch north. of the WSDOT access road where it has its confluence with the ditch on the west boundary. The two ditches drain to a 54-inch catch basin with a birdcage into a piped system continuing west for 250 feet down the side slope on the east side of 1-405 to a drainage structure in the shoulder. Drainage continues north for approximately 2,800 feet through a series of catch basins and pipes in 1-405 to aWSDOT detention pond located west of 1-405 and east of S 3'" Street. The project will be served by a stormwater vault that will serve 1.60 acres (1.01 acres of impervious area and 0.59 acres of till-grass). The applicant indicates that stormwater runoff will be collected and routed to a stormwater detention and water quality vault beneath the proposed cul-de-sac at the south end of the . project. The design of the vault will be constructed in accordance with the 2009 King County SurfaceWater Design Manual, as amended by the City of Renton, in order to mitigate any adverse impacts from stormwater runoff. The applicant is proposing to implement the reduced impervious surface credit to meet the requirements for individual lot 8MPs, with the anticipation that less than 4,000 square feet of impervious areawill be constructed on each lot. Due to topographic constraints, a small portion of the area on top of the vault will not discharge to the vault and will therefore be modeled as onsite bypass area. As a result, the detention vault will over-detain the remainder of the project to compensate for unmitigated flows. The Basic Wetvault inCludes a permanent wetpool that allows for the removal of 80% ofTotal Suspended Solids thereby meeting the pollutant removal targets. Mitigation Measures: No further mitigation needed. Nexus: Not applicable D. Comments of Reviewing Departments The proposal has been circulated to City Department and Division Reviewers. Where applicable, their comments have been incorporated into the text of this report and/or" Advisory Notes to Applicant" (Exhibit 15) . ./ Copies of all Review Comments are contained in the Offici,,, File.and may be attached to this report. PART THREE: ADMINISTRATIVE SHORT PLAT REVIEW A. APPUCABLE SECTIONS OF THE RENTON MUNICIPAL CODE: 1. Chapter Z Land Use Districts a. Section 4-2-020:.l'urpose and Intent of Zoning Districts b. Section 4-2-060: Zoning Use Table -Uses Allowed in,Zoning Designations c. Section 4-2-110: Residential Development Standards d. Section 4-2-115: Residential Design and Open Space Standards 2. Chapter 3 Environmental Regulations and Overlay Districts a. Section 4-3-050: Critical Areas Regulations 3. Chapter 4 Property Development Standards a. Section 4-4-030: Development Guidelines and Regulations -General b. Section 4-4-060: Grading, Excavation and Mining Regulations 4. Chapter 6 Streets and Utility Standards a. Section 4-6-030: Drainage (Surface Water) Standards b. Section 4~6-060: Street Standards ERe and Short Plat Report -Merlino Short Plat City of Renton Department of Community & Economic Development MERLINO SHORT PLAT EnVIronmental Review Commfttee Report LUAl4-iJOOS68, ECF, SHPL-A, MOD Report of September 15, 2014 Page 9 of 18 5. Chapter 7 Subdivision Regulations a. Section 4-7-070: Detailed Procedures for Short Subdivisions b. Section 4-7-120: Compatibility with Existing Land Use and Plan -GeneralRequirements and Minimum Standards c. Section 4-7-150: Streets-General Requirements and Minimum Standards d. Section 4-7-170: Residential Lots -General Requirements and Minimum Standards 6. Chapter 9 Procedures and Review Criteria a. Section.4.-9-070: Environmental Review Procedures 7. Chapter 11 Definitions B. APPUCABLE SECTIONS OF THE COMPREHENSIVE PLAN: 1. land Use Element: Residential Single Family fRS} land use designation 2. Community Design Element C. DEPARTMENT ANALYSIS: 1. Environmental Review The proposed project is. subject to environmental review due to critical areas on the site and direct impacts to protected slopes, for the placement of a wedge_shaped sliver fill and part of a retaining wall within the protected slope area on proposed Tract A is subject,to City of Renton Environmental Review Procedures (RMC 4-9-070). A Determination of Non-Significance-Mitigated was issu~d on September 15, 2014, with one mitigation measure, complying with the State Environmental Policy Act (SEPA), required. 2. Renton Staff Review Comments Representatives from various city departments and the Renton School District have reviewed the application materials to identify and address issues raised by the proposed development. These comments are contained in the official file, and the essence of the comments has been incorporated into the appropriate sections of this report and the Departmental Recommendation at the end of this report. 3. Comments from Other Agencies Comments were received from The Muckleshoot Tribe identifying two concerns: 1) compliance with the City's stream buffer regulations for potential fish bearing waters and 2)·treating stormwater using enhanced water quality treatment methods. 4. Comments from the Public Comments received from the public were considered during review of the proposed project. Copies of these comments are included in the project file and in this report (Exhibit 14). D. CONCLUSIONS: SHORT PLAT REVIEW CRITERIA: Approval of a plat is based upon several factors. TheJoliowing short plat criteria have been established to assist decision-makers in the review of the plat. (.I Compliant) 1. CONFORMANCE WITH THE COMPREHENSIVE PLAN: The site has the Comprehensive Plan land Use designation of Residential Single Family (RS). The proposal is consistent with the following Comprehensive Plan land Use and Community Design Element policies if all conditions of approval are complied with: ERe and Short Plat Report -Merlino Short Plat ~@~~~~~:~mL"!:w.*~:4::t-&:~~CW;w§§§f~~~~~"$R -gg:~ff~~~'~~21" !mw.~'k~~W;~~~~~~~?'~~.O¥am-1 aty 0/ Renton Department oj Community & Economic Development MERLiNO SHORT PlAT Environmental Review Committee Report LUAl4-000S68, ECF, SHPL'A, MOD Report of September 15, 2014 Page 10 of 18 ." Policy LU-158. Net development densities should fall within 0 ronge of 4.0 to 8:0 dwelling units per net ocre in Residentiol Single Family neighborhoods. Objective CD-C. Promote reinvestment in ond upgrade of existing residential neighborhoods .". through redeve(opment of smoll, underutilized porcels with infill development, modification and alteration of older housing stock, and improvements to streets and sidewalks to increase praperty values. Po/icy CO-12. Sidewalks or walking paths should be provided along streets in established ." neighborhoods, where sidewalks have not been previously constructed. Sidewalk width should be ample to safely and comfortably accommodate pedestrian traffic WId; where practical, match existing sidewalks. Po/icy CD~15. Infill development should be reflective of the existing character of established neighbarhoods even when designed using different architectural styles, and lor responding to ." more urban setbacks, height or lat requirements. Infill development should draw on elements of existing development such os placement of structures, vegetation, and location of entries and walkways, to reflect the site planning and scale.of existing areas. 2. COMPUANCE WITH THE UNDERLYING ZONING DESIGNATION: The site is classified Residential-8 (R-8) on the City of Renton Zoning Map. RMC 4-2-110A provides development standards for development withi~ the R-8 zoning classification. The proposal is consistent with the following development standards if all conditions of approval are complied with: Density: The allowed density range in the. R-8 zone is a maximum of 8.0 dwelling units per .net acre. There is also a minimum density of 4 dwelling units per net acre. Stoff Comment: After subtracting 8,190 square feet for proposed right-of-way dedications, 5,072 ." square feet for private access easements, and 103,440 square feet for critical areas, the net square footage of the site is 116,702 square feet (1,02 net acres). The 7-lot proposal would arrive at a net density of 5.85 dwelling units per net acre (7 lots / 1.02 acres = 5.85 dulac), which falls within .the permitted density range for the R-B zone. Lot Dimensions: The minimum lot size permitted in the R-8 zoning designation is 4,500 square feet. A minimum lot width of 50 feet is required for interior lots and 60 feet for corner lots. Lot depth is required to be a minimum of 65 feet (Exhibit 2), The proposed lots would meet these requirements, os demonstrated below: Pro Rased Lots Lot Size Width DeRth Lotl 7,112sf 78 feet 112 feet Lot2 6,709 sf 60 feet 111 feet ." Lot 3 6,652 sf 60 feet 110 feet Lot4 6,595 sf 60 feet 109 feet Lot 5 7,080 sf 65 feet 108 feet Lot6 7,013 sf 65 feet 107 feet Lot 7 7,989 sf 99 feet 107 feet All Lots Avg: 7,021 sf Avg: 70 feet Avg: 109 feet Tract A 103,440 sf -- ERe and Short Plat Report -Merlino Short Plot r ------------------- City of Renton Department of Community & Economic Development MERLINO SHORT PLAT Environmental Review Committee Report .LUAl4-000S68, ECF, SHPL-A, MOD ReRort of September 15, 2014 Page 11 of 18 Setbacks: The required setbacks in the R-8 zone are as follows; front yard is 15 feet for the primary structure and 20 feet for garages; interior side yard is 5 feet; side yard along a street is 15 feet for the primary structure; and the rear yard is 20 feet. Staff Comment: The setback requirements for the proposed lots would be verified at the time of v' building permit review. The proposed lots appear to contain adequate area to provide all the required setback areas. Staff recommends as a conditian of opproval that the rear yard building setback, for all structures shall be a minimum distance of 25 feet fram the Engineered Protected Slape along the west property lines of all seven lots, and the side yard building setback from the portion of the engineered fill slope area to the north of Lot 1 and to the south of Lot 7 sholl be 10 feet for all structures. These specific setbacks shall be recorded on the face of the short plot. Building Standards: Building height is restricted to 30 feet and two stories. Detached accessory structures must remain below a height of 15 feet and one story. The allowed building lot coverage for lots over 5,000 SF in size in the R-8 zone is 35 percent (35%) or 2,500 SF, whichever Nolyet is greater. The allowed impervious surface coverage is 75 percent (75%). deterlTlined Stoff Comment: One dwelling unit, of typical two-story, woad-frame construction per lot is planned. Building elevations, which would be used to determine building height, have not been submitted. The building sti:mdards for the proposed lots would be verified at the time of building permit review. Landscaping: Ten(lO) feet of onsite landscaping is required along all public street frontages, with the exception of areas for required walkways and driveways per RMC 4-4-070. Such landscaping shall include a mixture of trees, shrubs, and groundcover as approved by the Department of Community and Economic Development. MinilTlum planting strip widths between the curb and sidewalk are established according to the Compliant if street development standards of RMC 4-6-060. Street trees and, at a minimum, groundcover are Conditions to be located in this area when present. of Approval Where· there is insufficient right-of-way space or no public frontage, street trees are required in Met the front yard. A minimum of two (2) trees are to be located in the froht yard prior to final inspection. Stoff Comment: The applicant has submitted a conceptuaOandscape plan (Exhibit 5). Staff recommends that a final detailed landscape plan shall be.submittedto and approved by the Current Planning Project Monager prior to construction. Parking: Off-street parking for two (2) vehicles per residential unit is required. v' Staff Comment: Sufficient· area exist, an each lot, to accommodate off-street parking for a minimum of two (2) vehicles. 3. CRITICAL AREAS: The proposal is consistent with critical area regulations as stated in RMC 4-3-050 if all . conditions of approval are met Critical Areas: The·site contains sensitive areas, such as coal mine hazards, erosion hazards, steep slopes, seismiC, and landslide hazards. Manage development activities to protect wetlands, Compliant if fish and wildlife habitat, and geologically hazardous areas as defined by the Growth Management Act and RMC 4-3-050, Critical Area Regulations. Conditions of Approval Staff Comment: The applicant submitted a Critical Area Repart and Coal Mine Hazard Assessment Met prepared by Icicle Creek Engineers, Inc. (doted April 23, 2014; Exhibits 6 and 7) and a Standard Stream Study prepared by Raedeke Associates, Inc. (dated AugustS, 2014; Exhibit 12), which addresses the sites sensitive areas. Approval of the project is subject to both Icicle Creek Engineers Inc., Geotechnical Engineering Services Reports, dated April 23, 2014. The reports ERe and Short Plat Report -Merlino Short Plat Report of September 15, 2014 Page 12 of 18 identified engineered fill installed as a part of the 1-405 widening project such that residences could be constructed on this fill with a minimum factor of safety (FOS greater than 1.5). A current topographic survey, stamped by a Professional Land Surveyor, will be required to be submitted with the civil plans. The Reinforced·SoilSlope (RSS) was evaluated for slope stability with the assumption that residences would be constructed in. the level area created at the top of the RSS where it borders Cedar Avenue South. As a condition of approval the applicant must provide a note on the face of the shortplat that divulges this information. A total of 12 test pits and three test borings concluded that a HHigh Coal Mine Hazard Area" occurs at the south end of Cedar Ave S. As part of the development plan, Cedar Ave S is proposed to be widened along its west edge up to 48 feet, including a 7 feet of right-of-way dedication for the first 470 feet with additional widening to include construction of a cul-de-sac bulb at the south end (up to 59 feet). A storm water vault is proposed to be located within the cul-de-sac, but outside of the High Cool Mine Hazard area so no mitigation is proposed for the underground concrete storm water v"ult.. No structures should be constructed in High Coal Mine Hazard Areas. Fill may be placed in High Coal Mine Hazard Areas provided that the fill is not used to support structures. The storm water vault and underground pipes could be supported by a deep foundation that extends below the underground mine, or structurally designed to span a void of 10 foet in diameter along with the drag forces cousedby caving soils around these structures should a sinkhole occur. Manholes would need to be structurally supported oil the side of the vault. Road access, including fill placementfor rood ac,ess (no cuts), may be constructed in the High Coal Mine Hazard Areas with the approval of the City of Renton. In accordance with Fire Code, fire access roadways shall be constructed to support a 30-ton vehicle with 322-psi point loading. The applicant wilfbe required to reta(n an engineer to review the construction plans for the cul~de-soca£the south end of Cedar Ave S once the design details are available to ensure that the road can support large vehicles, such as 30-tonfire trucks. The sliver fill willeonsist of a tapered thickness of soil fill (up to 6 feet thick) along the downhill side of the cul-de-sac where additional space is needed to provide the required radius for the cul- de-sac .. The cul-de-sac as requ;;ed for Cedar Ave S because it is a dead end street that exceeds 300-feet in length. According to RMC 4-3-0501.5.0, development is prohibited on protected slopes unless an exception through waiver to the prohibition is gronted by the City of Renton under subsection d for installation of public utilities which are needed to protect slope stability and public road widening. The following criteria were demonstrated during the review of the short plat application: i. The utility or road improvement is consistent with the Renton Comprehensive Plan, adopted utility plans, and the Transportation Improvement Program where applicable; ii. Alternative locations have been determined to be economicolly or functionally infeaSible; iii. A geotechnical evaluation indicates that the proposal will not increase the risk of occurrence of a geologic hazard, and measures are identified to eliminate or reduce risks; iv. The plan for the improvement is based on consideration of the best available science as described in WAC 365- 195-905; or where there is an absence of valid scientific information, the steps in RMC 4-9-250F dre followed. Staff recommends approval of the placement of the cul-de-sac and any associated improvements necessary to complete the canstruction of a cul-de-sac at the south end of Cedar Avenue South, provided that the development applications comply with erosion control requi;ement of RMC 4-3-050. Water discharge from the storm water vault will be to an existing rock-lined ditch that runs parallel to and along the north edge of a portion of the existing WOOOT gravel access road that extends towards wsoors stream mitigation area just south of the property. The applicant's engineer concludes that the increased storm water discharge to the current rock-lined ditch has more capacity to convey the 100-year undetained peak flaw, thereby providing for safe storm water discharge onto the slope area (within the rock-lined ditch). No vegetation in the ERe and Short Plat Report -Merlino Short Plat I': , , i: , I ,------------------------------------------------------- r:=:~:=-~='1 MERLINO SHORT PLAT LUAJ4-000568, ECF, SHPL-A, MOD Report of September 15, 2014 Page 13 01.18 protected slope areas should be cut down or otherwise removed during construction of the short plat improvements, other than those directly tied to the construction of the cul-de-sac road improvements. Staff will recommend this as a condition of approval. The technical memorandum identified an existing Class 3 stream, an existing Class 5 stream, and an existing Category 3 wetland all offsiteon the WSDDT property to the south of the subject property. The applicant is not proposing to impact the 75-foot buffer of the Category 3 stream at the southwest corner of Tract A. A condition of approval shall be installation of a wood, split-rail fence with stream signage along the Category 3 stream buffer. Such fence shall be constructed prior to recording of the short plat. Stoff recommends a condition of approval requiring the Homeowners' Association to ensure maintenance of the split-rail fence. The applicont is proposing that Tract A will include a Native Growth Protection Easement (NGPE) over portions of the tract that encomposses the protected slopes. Staff supports encompassing the steep slope area of Tract A with a NGPE with the Home Owners Association (HOA) having responsibility for basic tree maintenance, provided the work is conducted outside the jurisdiction held by WSDOT through the several easements (20-foot perpetual ingress/egress, 12-foot terminable ingress/egress, 35-foot ingress/egressond utility, and an 80-foot soil nails per KC recording no. 20110802000538). The NGPE shall be recorded on the face of the short plat. NGPE Staff will recommend this as a·condition of approval. Vegetation in the area consists primarily of grasses, various weedy herbs, Douglas fir saplings, red alder saplings, Himalayan blackberries, snowberries, giant horsetail, and a variety of grasses. The engineer has anticipated soil moisture weight of 130 pounds per cubicIoot (pcf) in the 1-405 Corridor Design Builders (CDB) slope stability analysis and the soil moisture should not increase as a result of site development. The applicant would'be required to berm the west edge of the plateau at the crest of the Engineered.Slope to prevent sUrface water runoff onto the slope from the. plateau. Staff will recommend this as a condition of approval of the short plat. The applicant would be required to address impacts created by the construction of the sliver fill and cul-de-sac road. In addition, temporory erosion, sedimentation control measures and construction impacts shall be in accordance with City of Renton requirements. The applicant would be required to identify and mitigate accordingly. 4. DESIGN STANDARDS: The Residential Design and Open Space Standards (RMC 4-2-115) are applicable to all new dwelling units in the R-B zone. These standards implement policies established in the Land Use and Commuriity Design Elements ofthe Comprehensive Plan. Furthermore, the Residential Design Standards mitigate impacts of the proposed residential development. Compliance with Residential Design Standards is required prior to the issuance of building permits, One of the following is required: 1. Lot width·variation of 10 feet (10') minimum· of one per four (4) abutting street-fronting lots, or ../ 2. Miniinum of four (4) lot sizes (minimum of four hundred (400) gross square feet size difference), or 3. A front yard setback variation of at least five feet (5') minimum for. at least every four (4) abutting street fronting lots. 5. COMPLIANCE WITH SUBDIVISION REGULATIONS: Chapter 4-7 RMC, Subdivision Regulotions provides review criteria for proposed subdivisions. The proposed project is consistent with the following subdivision regulations if all conditions of approval are complied with: Access: Each lot must have access to a public street or road. Access may be bY'private access easement street per the requirements of the street standards. ERC and Short Plat Report -Merlino Short Plot ~~~~ .. ~.,.$&·.s?;t~;¥.~~~~~~~~~~~~:L~).*~~.i&~ni0~~7t~~1;,' !:*m."&~~~~~~4ij,,~~~~&~.,, City Df Renton Department of Community & Economic Development MERUNO SHORT PLAT Environmental Review Committee Report LUA14-(}00568, ECF, SHPL-A, MOO Report of September 15, 2014 Page 14 of 18 Staff Comment: The new lots would be accessed from Cedar Ave South. Realignment of the existing gravel road would be needed in order to maintain direct access to WSDOT's stream mitigation area around the proposed cul-de-sac_ Streets: Street improvements and lighting will be required. Staff Comment: The project fronts Cedar Ave S, which will be improved to the City of Renton's Residential.Access.street standard. The half street frontage improvements will include 13.S feet of pavement from the right-of-way centerline, an 8-foot planting strip, a 5100t sidewalk, and a cul-de-sac at the south end of the Cedar Ave S for fire emergency turnaround capabilities. A wedge-shaped sliver fill and retaining wall will allow for the cul-de-sac road improvements. Rockeries or retaining walls greater than four (4) feet in height will require a separate building permit. Structural calculations and plans shall be submitted for review by a licensed engineer and special inspection{sJ-is required . ./ Street lighting is required along Cedar Ave Sauth to meet City standards. The maximum width of a single loaded garage driveway shall not exceed nine feet (9') and a double-loaded garage driveway shall not exceed sixteen feet (16'). A traffic impact analysis was nat required because the estimated vehicular traffic generated from the proposed development did not exceed 20 vehicles per hour in either the AM (6:00 -9:00) or PM (3:00 -6:00) peak periods. A peak hour volume of 20 vehicles per hour is equivalent to a daily volume of roughly 200 vehicles per day. It is also anticipated that the proposed project would result in impacts to the City's street system. In order to. mitigate transportation impacts, the applicant would be required to pay an appropriate Transportation Impact Fee. Currently, this fee is assessed at $1,430. 72 per net new single family home. N/A Blocks: Blocks shall be deep enough to allow two tiers of lots. Statt Comment: No new blocks would be formed. Relationship to Existing Uses: The proposed project is compatible with existing surrounding uses. ./ Staff Comment: The. properties surrounding the subject site are residential single family or residential medium density and are designated R-B or R-lO on the City's zoning map. The proposal is similar to existing development patterns in the area and is consistent with the Comprehensive Plan and Zoning Code, which encourage residential in/ill development. 6. AVAILABILITY AND IMPACT ON PUBLIC SERVICES: Police: Service would be provided by the Renton Police Department . ./ Staff Comment: The Renton Police Department has commented that there would be minimal impacts from the project. Fire: Service would be provided by the Renton Fire Department. Staff Comment: Sufficient resources exist to furnish services to the proposed development, ./ subject to the condition that the applicant provides code required improvements and fees. Fire impact fees are applicable at the rate of $479.28 per single family unit. This fee is paid at time of building permit issuance. Schools: Service would be provided by the Renton School District. ./ Staff Comment: It is anticipated that the Renton School District can accommodate any additional students generated by this proposal at the following schools: Talbot Hill Elementary {1 mile from the subject Site}, Dimmitt Middle School {1.88 miles from the subject site}, and Renton High School (0.67 miles from the subject site). RCW 58.17.110{2} provides that no subdivision be ERC and Short Plat Report -Merlino Short Plat f , ~~~~~~'!li' £:t~~~~7~~,*~~r·.fo-~~~~~~~~~~~ti&~~~~Li¥~~::a~?f.~'t~~~1~~"""ii~q ~ !. c;ty of Renton Department of Community & ~conomic Development MERLINO SHORT PLA T Environmental Review Committee Report WA14-000568, EcF, SHPL-A, MOO . Report of September 15, 2014 Page 15 of 18 approved without making a written finding of adequate provision mode for safe walking conditions for students who walk to and from school. While the designated schools are located within a close proximity of the subject site, future students to the elementary and middle schools are designated to be transported to school via bus, and the high school has been determined to be within walking distance of the school. A 5-foot sidewalk exists between the subject property and Renton High School, which would provide a safe walking route from the proposed short· plot. A School Impact Fee, based on new single family lots, will also be required in order to mitigate the proposal's potentialimpocts to Renton School District. The fee is payable to the City as specified by the Renton Municipal Code. Currently, the 2014 fee is assessed at $5,455.00 per single family residence. Parks: Although there would be na significant impacts to the City of Renton Park System .;' anticipated from the proposed project, a Park Impact Fee is required of all new residential development. The Park Impact Fee shall be paid prior to building permit issuance. As of January 1, 2014, the Park Impact Fee is $963.01 per new residence. Storm Water: There is an existing 12" diameter conveyance system and catch basins along Cedar Avenue South. A Preliminary Technical Information Report was submitted on April 29, 2014 by CORE Design (Exhibit 8). The existing developable portion of the site is approximately 1050 acres in size and is covered by gross. The existing storm conveyance system in Cedar Avenue South drains to aC/ass 5 stream south of the site. The project is within the Flow Duration Stondord (FoiestedConditions) and requires Basic Water Quality. A combined detention/water quality vault is proposed and based on the 2009 King County Surface Water Design Manual (KCSWDM) and the City of Renton's Amendments to the 2009 KCSWDM. All Core Requirements and Special Compliant Requirements are discussed, in the report. if The applicant shall submit a quantitative Level 2 downstream analysis to include capacity conditions examination of the WSDOT ditch and storm woter pond. According to Renton COR Mops, the are meet downstream pond is private; a copy of the agreement between the applicant and WSOOT allowing site runoff from the short plot to be added to the WSDOT pond shall be provided to the City. Surface water system development fee is $1,128.00 per dwelling unit. Fees are payable prior to issuance of the construction permit. All construction utility permits for drainage will require separate plan submittals. All utility plans shall conform to the Renton Drafting Standards. A licensed Civil Engineer shall prepare the civil plans. Water Service: Water service would be provided by the City of Renton. System development fees for water are based on the size of the new domestic water meters that will serve the new homes on each new lot. Fee for "-inch or I-inch water meter install is $2,809.00 . .;' The new proposed main.in Cedar Avenue South shall be on 8-inch pipe diameter and tie into the existing 12-inch diameter water main along the west side of Cedar AveS, and then tie into the existing 8-inch diameter main at the south end of Cedar AvenueSouth. Separate permits and fees for side sewer connection, water meter and storm connection will be required. Sanitary Sewer Service: Sanitary sewer service will be provided by the City of Renton. There is an existing lO-inch sewer main in Cedar Avenue South. System development charge (SOC) for sewer .;' is based on the size of the domestic meter size. Sewer fees for a W' meter or I-inch meter is $2,033.00 per new Single-family lot. This is payable at the time the utility construction permit is issued. ERe and Short Plat Report -Merlino Short Plat f 1 t r~::ffi~~~4~~:.tf~~&~~~~~~~li~~Wf'Ymr7"r:~~"~~':~~!il>~::r-til~1ii,":,,"~~.;y~'f%1§!1. ::Jit.~l'lli!i'!!!'l!!l!il;;;;'i!!$j;j~~~~~~~~%~:i,:~~~~~-$~~it~, II City of Renton Department of Community & Economic Development Environmentol Review Committee Report ri MERUNO SHORT PIA T LUA14-IJ00568, ECF, SHPL-A, MOD Report of September IS, 2014 Page 16 of 18 E. FINDINGS OF FACT: Having reviewed the written record in the matter, the City now enters the following: 1. Request: The project proponent has requested approval of a short plat of 160,943 square feet (3.69 acres) and a net area of 116,702 square feet (1.02 net acres), located in the Renton Hill Neighborhood, into seven (7) lots, suitable for development with single-family residential structures, and one Critical Areas Tract. The project would have a density of 6.86 dwelling units per net acre. Z. Application: The property, located at 700-800 Block of Cedar Avenue South, is owned by the Merlino Land Development Co., Inc. 3. Comprehensive Plan: The property has a Comprehensive Plan land use designation of Residential Single Family (RS). The proposed project furthers the objectives and policies of the RS section of the Land Use Element of the Comprehensive Plan. 4. Zoning: Objectives and policies of the RS designation are implemented by standards and regulations of the Residential 8 zone. The project, as proposed, meets or exceeds the R-8 standards and regulations if all conditions are met. 5. Subdivision Regulations: The short plat, as proposed, would meet the requirements of Chapter 4-7 RMC, Subdivision Regulations if all conditions are met. 6. Existing Land Uses: The site is a vacant residential site. 7. Exception through Modification: The applicant has submitted a request for an exception through modification fill on a protected slope in order to construct a cul-de-sac for fire accessibility. s. Setbacks: Minimum building setback requirements would be met or exceeded provided the project is conditioned to enhance the following setbacks: five (5) additional feet to the rear yard building setback for Lots 1-7 to a minimum 2S-foot rear yard setback, and five (5) additional feet to the side yard building setbacks from the top of slope engineered fill slope area to the north of Lot 1 and to the south of Lot 7 for a minimum 10-foot side·yard setback. 9. Public Utilities: Impacts to public services are assessed on a per single-family dwelling basis. The fee for transportation impacts is $1,430.72 per single-family; for parks is $963.01; for schools is $5,455.00; and for fire is $479.28.The identified 2014 fee rates are effective from January 1, 2014 through December 31, 2014. City of Renton 2015 development fees become effective January 1, 2015. F. CONCLUSIONS: 1. The subject site is designated Residential Single Familiy IRS) in the Comprehensive Land Use Plan and complies with the goals, objectives, and policies established with this designation. 2. The subject site is zoned Residential 8 (R-S) and complies with the zoning and development standards established with this designation, provided the applicant complies with the Renton Municipal Code, mitigation measures, and conditions of approval. 3. The proposed 7-lot short plat complies with the subdivision regulations as established by Renton Municipal Code and state law, provided all advisory notes and conditions are complied with. 4. The proposed short plat complies with the street standards as established by Renton Municipal Code, provided the project complies with all advisory notes and conditions of approval contained herein. 5. The Exception through Modification per RMC 4-3-OS0J.S.d allows for the placement of a wedge-shaped sliver fill and part of a retaining wall within the. protected slope area on proposed Tract A. ERe and Short Plat Report -Merlino Short Plat \ ii , ---------------------- City of Renton Department 0/ Community & Economic Development MERLINO SHORT PlAT Report of September 15, 2014 G. DECISION: Environmental Review Committee Report· LUAl4-000568, ECF, SHPL,A,.MOD Page 17 of 18 The Merlino Short Plat and Exception through Modification, File No. LUA14-000568;ECF, SHPL-A, MOD is approved subject to meeting the following mitigation measures: 1. The applicant shall comply with the SEPA mitigation measures. They are as follows: a. Project is subject to both Icicle Creek Engineers Inc., Geotechnical Engineering Services Reports, dated April 23, 2014, including but not limited to: i. The applicant shall be required to record on the face of the short plat plan that the rear yard building setback, for all structures, shall be a minimum dista'nce of 25 feet from the Engineered Protected Slope along the west property lines of all seven lots. ii. The applicant shall be required to record on the face of the short plat plan that the side yard building setback from the portion of the engineered fill slope area to the north of Lot 1 and to the south of Lot 7 shall be 10 feet for all structures. iii. The applicant shall be required to slightly berm/grade the west edge of the plateau at the crest of the Engineered Slope to prevent surface water runoff onto the slope from the plateau. 2. The applicant shall make a note on the face of the short plat that states that the Reinforced Soil Slope (RSS) was evaluated for slope stability for residences (typical two-story, wood-frame construction) only. Additional structures should be evaluated for slope stability. 3. Copies of Washington State Department ofTransportation's (WSDOT) Inspector Daily Reports and all material testing reports from the original project ,,,erequlred to be submitted with the civil plans: 4. A current topographic survey, stamped by a Professional Land Surveyor, will be required to be submitted with the civil plans. 5. No vegetation in the protected slope area~should be cut down or otherwise removed during construction of the short plat improvements, other than those directly tied to the construction of the cul-de-sac road improvements. 6. The applicant shall be required ·to create a Homeowners' Association (HOA) with shared responsibility for basic tree and vegetation maintenance of Native Growth Protection Easement over portions of Tract A, including protected slopes. A draft of the document(s) shall be submitted to the Current Planning Project Manager for review and approval prior to the recording of the short plat. . 7. A wood, split-rail fence shall be constructed along the south boundary of Category 3 stream buffer. The fence shall be constructed prior to recording the short plat. A requirement to maintain the fence by a Homeowners' Association shall be placed on the face of the short plat. DECISION ON LAND USE ACTION: SIGNATURE: ERe and Short Plat Report -Merlino Short Plat 4/,"11.0'" ~ I , ! City of Renton Department of Community & Economic Development MERLINO SHORT PLAT Report of September 15, 2014 Environmental Review Committee Report LUAl4-000568, ECF,SHPL-A, MOD Page 18 of 18 TRANSMITTED this 19'h day of September, 2014 to the Contact/Applicant/Owner(s): Applicant/Owner(s): Contact: Jimmy Blais Merlino Land Development Co 5050 1st Ave, 102 Seattle, WA 98134 Lafe Hermansen Core Design 14711 NE 29th PI, 101 Bellevue, WA 98007 TRANSMITTED this 19'" day of September,.2014 to the Porties of Record: Gina Custer Nancy Osborn 12095 7th St 4635 Morris Ave 5, #F Renton, WA 98057 Renton, WA 98055 TRANSMITTED this 19'h day of September, 2014 to the following: Jan Conklin, Development Services c.E. "Chip" Vincent, CED Administrator Vanessa Dolbee, Current Planning Manager Plan Review Fire Marshal H. LAND USE ACTION APPEALS, REQUEST FOR RECONSIDERATION, & EXPIRATION The Environmental Determination and the Administrative Short Plat Review decisions will become final if the decisions are not appealed within the 14cday appeal period (RCW 43.21.C.075(3); WAC 197-11-680). Environmental Determination Appeal: Appeals of the environmental determination must be filed in writing to the Hearing Examiner on or before 5:00 p.m. October 3, 2014. Administrative Short Plat Approval Appeal: Appeals of the administrative site development plan review. decision must be filed in writing to the Hearing Exa,miner on or before 5:00 p.m. on October 3, 2014. APPEALS: The above land use decisions will become final if not appealed in writing together with the required fee to: Hearing Examiner, City of Renton, 1055 South Grady Way, Renton, WA 98057. RMC 4-8- 110 governs appeals to the Hearing Examiner and additional information regarding the appeal process may be Dbtained from the City Clerk's Office, Renton City Hall-7th Floor, (425)430-6510. RECONSIDERATION: Within 14 days of the decision date, any party may request that the decisiDn be reopened by the approval body. The approval body may modify his decision if material evidence not readily discoverable prior to the original decision is fDund Dr if he finds there was misrepresentation of fact. After review of the reconsideration request, if the approval body finds sufficient evidencetD amend the .original decisiDn, there will be no further extension ofthe appeal period. Any person wishing to take further action must file a formal appeal within the 14-day appeal time frame. EXPIRATION: The Administrative Short Plat approval will expire two (2) years from the date of decision. A single one (1) year extension may be requested pursuant to RMC 4-7'070.M. THE APPEARANCE OF FAIRNESS DOCTRINE: provides that no ex parte (private Dne-on-one) communications may occur concerning the land use decision. The Doctrine applies not only to the initial decision, but to Appeals to the Hearing Examiner as well. All communications after the decision/approval date must be made in writing through the Hearing Examiner. All communications are public record and this permits all interested parties to know the contents of the communication and would allow them to openly rebut the evidence in writing. Any violation of this doctrine could result in the invalidation of the appeal by the Court. ERC and Short Plat Report -Merlino Short Plat \ Attachment 2 An II" by 17" reduction of the Site Map sheet (bearing Robert David West's Professional Land Surveyor's stamp) that was approved by the City of Renton on June 5, 2015 and filed under City drawing file number R-382302 follows this page. ~GNUMBER I • ~w'n,_",,'''~'''''' ..... _ .. ·_c __ ··_ ~ ~ " i ~ i ~ • ! DRAWING NUMBER .:'OOB~ ..... a.,.pa .......... -u-r 101/1 ''''''11'116(; ~ I U'l I -j/ / I I I I I I • I ___ ..J / / " ! ~ TED-40-3823 MERLINU SIIORT PtAI 700· 800 Ced., A.~ S Page 02 ~Q3 .L tf7d .LtlOHS ONI7t13W dIfW3.J./S . \-~----. \ / __ / " ''-":--" I -'-, , , , , , I \ , /' -r'- L 'c /' I .1 ,I ,( I I, j. ./' ./!' II ;; II! Ir:~ I .. " t 1 ~ ',. ,........ "( -'. C) ~ 0: ~ ~ ~ ~ IY'\ ~ a a a a ,........ S~ CO U IY'\ ~~ I a:: 'lI ~ I " ~ " '" ~ ~ ~ ~ :~ " ti (j ~. ~I h ~~I .. ~~ i~~ ~ ~ ~~~ ~~i ~ ~ • • .~ P ct !!I ~ ~ I~iu hi ct :s ~~ ~ ~.i" ~ !Q !SI ~ ~ ~~~ ~.,~~ ~ ~ Il!~ (S .l~~~ ~~ M Qj ~~~~~ '0 " . II , ~ . W • ...J <! U 0 Vl ~ -------------------- Attachment 3 A copy of the 6-13-2016 draft of the DECLARATION OF COVENANTS, CONDITIONS, AND RESTRICTIONS FOR CITY OF RENTON SHORT PLAT LUAI4-568-SHPL-A (AKA THE "CEDAR HIGHLANDS SHORT PLAT") follows this page. When Recorded, Return to: Merlino Land Development Co., Inc. Attn: Brad Merlino 5050 1 st Ave, Ste 102 Seattle, Washington 98134-2400 DECLARATION OF COVENANTS. CONDITIONS. AND RESTRICTIONS FOR CITY OF RENTON SHORT PLAT LUA14-568- SHPL-A (AKA THE "CEDAR HIGHLANDS SHORT PLA Tn) Grantor: Merlino Land Development Co., Inc., a Washington corporation Grantee: Merlino Land Development Co., Inc., a Washington corporation Legal Description (abbreviated): Lots 1 through 7 and Tract A, City of Renton Short Plat No. LUA14-568-SHPL-A, as recorded in Volume _ of Short Plats, pages _-_, and recorded at King County Recording Number ________________ __ iii Additional legal on attached Exhibit "A" Assessor's Tax ParcellD #(s): 000720 0194 and 202305 9085 Reference Nos. of Documents Released or Assigned: None covenanl£.Cedar Highlands Short Plat F5 (DLH 6-13-2016) DECLARATION OF COVENANTS, CONDITIONS, AND RESTRICTIONS FOR CITY OF RENTON SHORT PLAT LUA14-568-SHPL-A (AKA THE "CEDAR HIGHLANDS SHORT PLAT") THIS DECLARATION OF COVENANTS, CONDITIONS, AND RESTRICTIONS FOR CITY OF RENTON SHORT PLAT LUA14-568-SHPL-A (AKA THE "CEDAR HIGHLANDS SHORT PLAT") is made this __ day of 2016, by Merlino Land Development Co., Inc., a Washington corporation ("Declarant"). Article I Purpose and Intent; Binding Effect 1.1. Purpose and Intent. Declarant, as owner of the real property described in Exhibit" A," intends by Recording this Declaration to provide for the use and preservation of the real property now and hereafter comprising the Properties. 1.2. Binding Effect. All property described in Exhibit "A" shall be owned, conveyed, and used subject to all of the provisions of this Declaration, which shall run with the title to such property. This Oeclaration shall be binding upon all Persons having any right, title, or interest in any portion of the Properties, their heirs, successors, successors-in-title, and assigns. This Declaration shall be enforceable by the Declarant, the Association, any Owner, and their respective legal representatives, heirs, successors, and assigns. Article II Concepts and Definitions The terms used in this Declaration shall generally be given their natural, commonly accepted definitions unless otherwise specified. Capitalized terms shall be defined as set forth below. 2.1. "Areas of Common Responsibility": (a) Tract A of the Short Plat, (b) the storm drain pipes and appurtenances lying within the Private Drainage Easements depicted on Sheet 3 of 4 of the Short Plat and described on Sheet 2 of 4 of the Short Plat under the heading "PRIVATE DRAINAGE EASEMENT AND MAINTENANCE OF THE DRAINAGE IMPROVEMENTS LYING WITHIN THEM" and (c) common areas [as defined by RCW 64.38.010(4)], if any, that may be contained in any portion of the Properties. 2.2. "Association": The Cedar Highlands Homeowners ASSOCiation, a Washington nonprofit corporation. 2.3. "Board": The Board of Directors of the Association as defined in the Bylaws; provided, however, that the initial Board of Directors shall consist of only one director. 2.4. "Builder": Any Person who purchases one or more Lots for the purpose of (a) constructing improvements for later sale to consumers and/or (b) resale in the ordinary course of such Person's business. 2.5. "Common Expenses": The actual and estimated expenses incurred, or expected to be incurred, by the Association related to the Areas of Common Responsibility, including any reasonable covenants-Cedar Highlands Short Plat F5 (DLH 6-\3-2016) Page 1 reserve, as the Association may find necessary and appropriate to maintain and repair the Areas of Common Responsibility in the manner described in Sections 4.1 and 6.1. 2.6. "Declarant": The person identified on the signature page of this Declaration, or any successor or assign who takes title to any portion of the property described in Exhibit "A" for the purpose of development and/or sale and who is designated as a Declarant in a Recorded instrument executed by the immediately preceding Declarant or assigned all or a portion of Declarant's rights hereunder. Upon a designation of a successor Declarant, all rights and responsibilities of the former Declarant in and to such status as "Declarant" under this Declaration shall cease. At any time that more than one person holds any rights as a Declarant, a single Declarant may (a) exercise any of the Declarant's rights described herein over that portion of the property owned by the single Declarant and (b) shall not be required to obtain the concurrence of any other Declarant who does not hold an ownership interest in the portion of the property over which a single Declarant desires to exercise sole authority, except for amendment of the Declaration, which shall require the concurrence of both Declarants unless otherwise agreed by the Declarants in writing. A single Declarant may conditionally or permanently assign to the other Declarant all of a Declarant's rights hereunder, by Recorded instrument. 2.7. "Declaration": This Declaration of Covenants, Conditions, and Restrictions, which creates obligations that are binding upon the Association and all present and future Owners of any portion of the Properties. 2.8. "Governing Documents": The Articles of Incorporation of the Association, the Bylaws of the Association, and this Declaration, as any of such documents may be amended from time to time. 2.9. "Local Jurisdiction": Any governmental authority having jurisdiction over the Properties for a matler described in this Declaration. A Local Jurisdiction may include the State of Washington, the County of King, the City of Renton, or a local sewer or water district or other govemmental entity assigned authority by law to regulate activities in the Properties. A Local Jurisdiction may refer to different govemmental authorities, depending upon which governmental authority is assigned responsibility to regulate activities described in this Declaration. 2.10. "Lot": Each of Lots 1, 2, 3, 4, 5, 6, and 7 of the Short Plat of the real property described in Exhibit "A." 2.11. "Member": Every Owner is a Member of the Association. 2.12. "Mortgage": A mortgage, a deed of trust, a deed to secure debt, or any other form of security instrument affecting title to any Lot. A "Mortgagee" shall refer to a beneficiary or holder of a Mortgage. 2.13. "Owner": One or more Persons who hold the record title to any Lot, but excluding in all cases any party holding an interest merely as security for the performance of an obligation. If a Lot is sold under a Recorded contract of sale, and the contract specifically so provides, the purchaser under the Recorded contract of sale (rather than the fee owner) will be considered the Owner. 2.14. "Person": A natural person, a corporation, a partnership, a limited liability company, a trustee, or other legal entity. covenants-Cedar Highlands Short Plat F5 (DLH 6.13-2016) Page 2 2.15. "Properties": The seven lots and one tract of real property described in Exhibit "A". 2.16. "Record," "Recording," or "Recorded": To file, the filing of, or to have filed of record in the Public Real Estate Records of King County, Washington. The "Date of Recording" shall refer to that time at which the short plat of the real property described in Exhibit "A" is Recorded. 2.17. "Rules and Regulations": Owner-adopted rules and regulations that establish administrative procedures for governance of the nonprofit corporation serving as the homeowners association, and operating procedures for use of the Areas of Common Responsibility. 2.18. "Sale" or "Sold" shall mean the date upon which ownership of a Lot is transferred from an Owner to another person or entity by the Recording of an instrument of transfer such as a deed or real estate contract. 2.19. "Short Plat": The Recorded short plat of the real property described in Exhibit "A," together with all requirements, responsibilities, andlor obligations of the Homeowners Association described or referenced in that Recorded short plat. Article '" Restrictions on Lots 3.1. Restrictions on Buildings Constructed on Each Lot. On each of the seven Lots, the only building permitted to be constructed is one one-story (with an attached garage) or one two-story home (with an attached garage) of typical wood-frame construction. (Construction of basement homes is hereby prohibited.) In addition to strict compliance with standard applicable City of Renton building setbacks, each home is hereby required to be built in strict conformance with both (a) the special required minimum setbacks from the top of the engineered protected slopes referenced on Sheet 3 of 4 of the Recorded Short Plat and (b) the SETBACK NOTES on Sheet 2 of 4 of the Recorded Short Plat. 3.2. Restrictions on Discharge of Stormwater Runoff from Lots. To avoid impacts to the engineered protected slopes in Tract A that abut the Lots, discharge of stormwater runoff and discharge of irrigation water from any portion(s) of any of the seven Lots (including, without limitation, stormwater runoff from roof drains, yard drains, patios, or yard areas and runoff from lawn and landscape irrigation) by any means onto the abutting slope in Tract A is strictly prohibited. The Owner of each Lot is responsible for making sure that such discharge of water from the Owner's Lot onto the abutting engineered protected slope(s) in Tract A never occurs. 3.3. Changing Lot Contours and Drainage: Subdivisions. Neither (a) the surface grade or elevation of the various Lots nor (b) the drainage patterns of the Lots shall be altered or changed in any manner without first obtaining required permit(s) or other express written approval from the City of Renton. No further subdivision of any Lot is allowed. The sale of less than a whole Lot is expressly prohibited. 3.4. Disposal of Garbage. The Owner of each Lot shall ensure that no garbage can or other receptacle will be visible from any place outside the residence on such Lot except on collection day. 3.5. Prohibited Materials. In order to protect the environment, critical areas, and water quality, each Owner must take necessary precautions to prevent any of the following materials from being released onto andlor from the Owner's Lot and entering any surface or subsurface part of the public drainage system andlor private drainage system: covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 3 (i) Petroleum products including, but not limited to, oil, gasoline, grease, fuel oil, and heating oil; (ii) Trash and/or debris; (iii) Animal waste; (iv) Chemicals and/or paint; (v) Steam cleaning waste; (vi) Washing uncured concrete (A) for cleaning and/or finishing purposes or (B) to expose aggregate; (vii) Laundry wastes or other soaps; (viii) Pesticides, herbicides, or fertilizers; (ix) Sewage; (x) Heated water; (xi) Chlorinated water or chlorine; (xii) Degreasers and/or solvents; (xiii) Bark or other fibrous material; (xiv) Antifreeze and/or other automotive products; (xv) Lawn clippings, leaves, or branches; (xvi) Animal carcasses; (xvii) Silt; (xviii) Acids or alkalis; (xix) Recreational vehicle wastes; (xx) Dyes, unless prior permission has been granted by the Local Jurisdiction; and (xxi) Construction materials. covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 4 Article IV Maintenance and Repair 4.1. Maintenance of Areas of Common Responsibility. The Association shall maintain the Areas of Common Responsibility in accordance with Section 6.1. Without limiting the scope of the immediately prior sentence, in view of (a) Mitigation measures 6 and 7 of the City of Renton's administrative conditions of the approval of the short plat of the land leading to the Recorded Short Plat [mitigation measures that are set forth on page 17 of 18 of the City's Environmental Review Committee Report and Administrative Report & Decision (dated September 15, 2014 and signed by the City's Planning Director, Jennifer Henning, on September 19, 2014) under Renton File No. LUA14-000568, ECF, SHPL-A, MOD-the "Report & Decision"], (b) The third sentence of the last paragraph in the "Impacts" discussion of subsection 1 (Earth) of Section C (Environmental Impacts) of PART TWO: ENVIRONMENTAL REVIEW of the Report & Decision (which sentence and which third sentence are set forth on page 6 of 18 of the Report & Decision'), and (c) The last paragraph of the TRACT A NOTE in the right column of Sheet 1 of 4 of the Recorded Short Plat (a paragraph that states: "SHEET 3 OF 4 HEREOF DEPICTS THE APPROXIMATE LOCATION OF A WOOD SPLIT-RAIL FENCE IN THE SOUTHEAST PORTION OF TRACT A. THAT FENCE IS LOCATED AT OR NORTH OF THE NORTH EDGE OF A CITY OF RENTON-REQUIRED 75- FOOT-WIDE STREAM BUFFER THAT EXTENDS PARTLY INTO TRACT A FROM A CLASS 3 STREAM LYING WITHIN A PARCEL OF LAND TO THE SOUTH OF TRACT A (A PARCEL THAT IS OWNED BY THE STATE OF WASHINGTON). AS PART OF MITIGATION MEASURE 7 OF THE CITY'S SEPTEMBER 19, 2014 ADMINISTRATIVE SHORT PLAT APPROVAL DECISION FOR THIS SHORT PLAT, THE CITY OF RENTON REQUIRES , That third sentence of the "Impacts" discussion states: Staff supports encompassing Tract A with a NGPE with the Home Owners Association (HOA) having responsibility for basic tree maintenance, provided the work is conducted outside the jurisdiction held by WSDOT through the several easements (20-foot perpetual ingress/egress, 12-foot terminable ingress/egress, 35-foot ingress/egress and utility, and an 80-foot soil nails per KC recording no. 20110802000538). Note that the "35-foot ingress/egress and utility" easement referred to in that sentence is not an easement granted to WSDOT. Thus, WSDOT has no jurisdiction under that easement. However, WSDOT has jurisdiction as a beneficial interest holder in each of the three other easements referenced in that sentence: namely, (a) the 20-foot-wide perpetual ingress/egress easement and 80-foot soil nails easement that are set forth in an instrument Recorded under King County Recording No. 20110802000538 and (b) the 12-foot-wide terminable ingress/egress easement that is set forth in an instrument Recorded under King County Recording No. 2015060000721. The approximate areas of Tract A where those three easements are located are set forth on Sheet 3 of 4 of the Recorded Short Plat. covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 5 THAT THE CEDAR HIGHLANDS HOMEOWNERS ASSOCIATION MAINTAIN THIS FENCE."), the Association is and shall be responsible for the following: (i) Basic tree and vegetation maintenance of the portion(s) of the two areas of the Native Growth Protection Easement ("NGPE") located within Tract A that lie outside of both (A) the 20-foot-wide perpetual ingress/egress easement and the 80- footwide soil nails easement set forth in an instrument Recorded under King County Recording No. 20110802000538 and (B) the 12-foot-wide terminable ingress/egress easement Recorded under King County Recording No. 2015060000721' and (ii) Maintenance of the constructed wood split-rail fence in the southeastern portion of Tract A, the approximate location of which is depicted on Sheet 3 of 4 of the Recorded Short Plat. [NOTE: The City of Renton may have responsibility to maintain the drainage swales, drainage pipes, and drainage appurtenances (including the Type 2 catch basin with the debris cage) that are located within the two portions of Tract A that are noted on Sheet 3 of 4 of the Recorded Short Plat as "DRAINAGE EASEMENTS TO RENTON. SEE TEXT, SHEET 2 OF 4." The approximate locations of such drainage swales, drainage pipes, and drainage appurtenances (including the Type 2 catch basin with the debris cage) located within the "DRAINAGE EASEMENTS TO RENTON" are depicted on Sheet 4 of 4 of the Recorded Short Plat.] 4.2. Maintenance of Lots. Each Owner shall maintain in good condition the Owner's Lot, and the home (if any) and all landscaping and other improvements on the Lot. Within six (6) months following the initial transfer of a Lot with a completed home on it to the next Owner of the Lot, the next Owner of the Lot shall complete the installation of landscaping surrounding all sides of the home on the Lot. Each Owner shall also be responsible for maintaining and irrigating the landscaping within that portion of any adjacent public street right-of-way lying between the Lot boundary of the Owner's Lot and any wall, fence, or curb located on the public right-of-way adjacent to the Lot boundary; provided, the Owner shall have no right to remove trees, shrubs or similar vegetation from this area without the Association's prior approval. Each Owner shall perform at the Owner's expense the maintenance and upkeep of fencing, drainage swales (if any) and/or underground drain lines and catch basins installed on the Owner's Lot, unless and to the extent that such components of the Owner's Lot are (a) a part of , For the location of each of the two areas of the NGPE, see both (a) The paragraph on Sheet 2 of 4 of the Recorded Short Plat that is entitled "NATIVE GROWTH PROTECTION EASEMENT" [a paragraph that in part states 'THE TWO AREAS OF TRACT A DEPICTED AS "PROTECTED SLOPE" AREAS ON SHEET 4 OF 4 HEREIN ARE EACH HEREBY DECLARED TO BE A NATIVE GROWTH PROTECTION AREA ("NGPE") SUBJECT TO THE EASEMENTS DEPICTED ON OR OTHERWISE REFERRED TO ON THIS SHORT PLAT'] and (b) The cross-hatched areas on Sheet 4 of 4 of the Recorded Short Plat (and the explanation of the cross-hatching noted in the LEGEND on Sheet 4 of 4 of the Recorded Short Plat). covenants·Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 6 one of the Areas of Common Responsibility maintained by the Association or (b) maintained by a Local Jurisdiction. 4.3. Responsibilitv for Repair and Replacement. Each Owner's responsibility for maintenance of that Owner's Lot shall include responsibility for repair and replacement, as necessary, to maintain the property, including the home (if any), landscaping, and all other improvements on such Lot. Repair and replacement shall include improvement, if necessary, to comply with applicable building codes or other regulations. By virtue of taking title to a Lot, each Owner covenants and agrees with all other Owners to carry property insurance for the full replacement cost of all insurable improvements on that Owner's Lot, less a reasonable deduc;tible. Each Owner further covenants and agrees that in the event of damage to or destruction of structures on or comprising such Owner's Lot, the Owner shall promptly commence and complete repair or reconstruction in a manner consistent with (a) the original construction or (b) such other plans and specifications as are approved by the building department or division of the City of Renton. Altematively, the Owner shall clear the Lot and maintain it in a neat and attractive condition. The Owner shall pay any costs not covered by insurance proceeds. 4.4. Remedies for Failure to Maintain. If any Owner shall fail to conduct maintenance on such Owner's Lot as required by this Article to maintain the Lot in the same condition as a reasonably prudent homeowner, or in a manner which preserves the drainage for other Lots, any other Owner may notify the non performing Owner and the Association in writing of the maintenance required. If the maintenance is not performed within thirty (30) days of the date notice is delivered, the Association or the notifying Owner may (a) seek an order of a court declaring the deficiencies to be a nuisance and (b) obtain an injunction to compel the performance of the required maintenance by the nonperforming Owner. Article V The Association and Its Members 5.1. Function of the Association. The Association is the entity responsible for management, maintenance, operation, and control of the Areas of Common Responsibility. The Association also is the primary entity responsible for enforcement of the Goveming Documents. The Association shall perform its functions in accordance with the Governing Documents, the Recorded Short Plat, applicable government permits (if any), the applicable Local Jurisdiction's ordinances, and Washington law. 5.2. Membership. Every Owner is and shall be a Member of the Association. There shall be only one membership per Lot. If a Lot is owned by more than one Person, all co-Owners of such Lot shall share the privileges of such membership, subject to reasonable Board regulation and the restrictions on voting set forth in Section S.3(c) and in the Bylaws, and all such co-Owners shall be jointly and severally obligated to perform the responsibilities of Owners. The membership rights of an Owner that is not a natural person may be exercised by any officer, director, member, partner, or trustee, or by the individual designated from time to time by the Owner in a written instrument provided to the Secretary of the Association. 5.3. Voting. The Association shall have two classes of membership, Class "A" and Class "B." covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 7 ~ ------------ (a) Class "A". Class "A" Members shall be all Owners except the Class "B" Member, if any. Class "A" Members shall have one equal vote for each Lot in which they hold the interest required for membership under Section 5.2, except that there shall be only one vote per Lot and no vote shall be exercised for property, if any, which is exempt from assessment under this Declaration. (b) Class "B". The Class "B" Member shall be the Declarant or, if Declarant's rights are assigned, Declarant's assignee. Notwithstanding any provisions of the Bylaws to the contrary, until termination of the Class "B" membership the Class "B" Member may appoint a majority of the members of the Board of Directors. Additional rights of the Class "B" Member may be specified in the relevant section(s) of the Governing Documents. The Class "B" membership shall terminate upon the earlier of (i) five years after expiration of the Class "B" Control Period or (ii) such time as Declarant (in Declarant's sale discretion) so determines and declares in a Recorded instrument. Upon termination of the Class "B" membership, Declarant shall be a Class "A" Member entitled to one Class "A" vote for each Lot, if any, that Declarant owns until such time that Declarant no longer owns any Lot(s). (c) Exercise of Voting Rights. Members may exercise voting rights as set forth in the Bylaws. If any Lot is owned by more than one Person, the vote for such Lot shall be exercised as the co-Owners of such Lot determine among themselves and advise the Secretary of the Association in writing prior to the vote being taken. Absent such advice, the Lot's vote shall be suspended if more than one Person seeks to exercise it. 5.4. Directors. The board of directors of shall consist of at least one but not more than three individuals. The number of directors from time to time shall be as determined in the manner provided in the Bylaws (but a decrease in the number of directors shall not have the effect of shortening the term of any incumbent director); PROVIDED, HOWEVER, consistent with RCW 24.03.100, the number of directors constituting the initial board of directors is hereby fixed as one director, which director shall hold office until the earlier of (a) the initial director's appointment of a substitute initial director who consents to serve or (b) the first annual election of directors. 5.5. Notice. Unless and to the extent that other means of notice is provided for in the Bylaws, any notice provided for in this Declaration shall be served personally or shall be mailed by surface mail, as follows, unless the Board adopts a rule allowing electronic service of notices: (a) If to the Association, (i) to the President or Secretary of the Association at (A) the principal office of the Association or (B) such other address of which the Association has given notice in accordance with this Section or (ii) to the registered agent of the Association, as such registered agent is identified in the records of the Secretary of State of the State of Washington (or any successor agency thereof); (b) If to an Owner, (i) to such Owner at (A) the address of such Owner's Lot or (B) such other address as the Owner has registered with the Association or (ii) to the registered agent of the Owner, as such registered agent is identified in the records of the Secretary of State of the State of Washington (or any successor agency thereof). All such notices shall, for all purposes, be deemed delivered (i) upon personal delivery to the party or address specified above or (ii) on the third day after mailing when mailed by first class mail, postage prepaid, and properly addressed. The Board of the Association may designate additional covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 8 methods of giving notice by promulgation of rules describing the altemative methods of providing notice, including the adoption of providing notice electronically, without using surface mail, or by private parcel delivery service companies. Article VI Powers and Responsibilities 6.1. Maintenance and Repair of Areas of Common Responsibilitv. Commencing with the Recording of the Short Plat or of this Declaration, whichever occurs first, the Association shall maintain and repair the Areas of Common Responsibility [and such portions of additional property (if any)] as called for in this Declaration, the Short Plat, or any contract or agreement for maintenance and/or repair thereof entered into by the Declarant or the Association, including, without limitation, landscaping and other flora, utility areas or improvements, structures, and other improvements. The costs associated with maintenance, repair, monitoring, and replacement of the Areas of Common Responsibility shall be a Common Expense paid for by the Association. The Association is hereby authorized to expend funds needed to carry out its duties described in this Article. 6.2. Insurance. (a) Reguired Coverages. The Association shall obtain and continue in effect the following types of insurance, if reasonably available, or if not reasonably available, the most nearly equivalent coverages as are reasonably available: (i) Blanket property insurance covering the full replacement cost of all insurable improvements (if any) under current building ordinances and codes on the Areas of Common Responsibility; (ii) Commercial general liability insurance on the Areas of Common Responsibility, insuring the Owners with limits of (if generally available at reasonable cost, including primary and any umbrella coverage) at least $2,000,000.00 per occurrence with respect to bodily injury, personal injury, and property damage, or such additional coverage and higher limits which a reasonably prudent person would obtain; (iii) Workers compensation insurance and employers liability insurance, if and to the extent required by law; (iv) Directors' and officers' liability coverage; (v) Commercial crime insurance, including fidelity insurance covering all Persons responsible for handling funds in an amount determined in the Owners' best business judgment. Fidelity insurance policies shall contain a waiver of all defenses based upon the exclusion of Persons serving without compensation; and (vi) Such additional insurance as the Board, in its best business judgment, determines advisable. Premiums for all insurance on the Areas of Common Responsibility shall be Common Expenses. covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 9 (b) Policy Requirements. The Association shall arranqe for an annual review of the sufficiency of its insurance coverage by one or more qualified Persons, at least one of whom must be familiar with insurable replacement costs in Western Washington. All policies shall provide for a certificate of insurance to be furnished to the Association. The policies may contain a reasonable deductible, and the amount thereof shall not be subtracted from the face amount of the policy in determining whether the policy limits satisfy the requirements of Section 6.2(a). In the event of an insured loss, the deductible shall be treated as a Common Expense in the same manner as the premiums for the applicable insurance coverage. However, if the Association reasonably determines that the loss is the result of the negligence or willful misconduct of one or more Owners and/or their guests, invitees, and/or lessees, then the other Owners may seek repayment of the full amount of such deductible against such Owner(s) and their Lot(s). (c) Restoring Damaged Improvements. In the event of damage to or destruction of any of the Areas of Common Responsibility, the Association shall file and adjust all insurance claims and obtain reliable and .detailed estimates of the cost of repairing or restoring the property to substantially the condition in which it existed prior to the damage, allowing for changes or improvements necessitated by changes in applicable codes. 6.3. Compliance and Enforcement. Every Owner and occupant of a Lot or home on a Lot shall comply with the Governing Documents. The Board may (a) promulgate rules and (b) impose sanctions for violation of the Governing Documents after notice and a hearing in accordance with the procedures set forth in the Bylaws or rules adopted by the Board. Sanctions for violation may include, without limitation: (i) Imposing reasonable monetary fines which shall constitute a lien upon the violato~s Lot. (In the event that any occupant, guest, or invitee of an Owne~s home on a Lot violates the Governing Documents and a fine is imposed, the fine shall first be assessed against the violator; provided, if the fine is not paid by the violator within the time period set by the Board, the Owner shall pay the fine upon notice from the Board); (ii) Suspending an Owner's right to vote; (iii) Exercising self-help or taking action to abate any violation of the Governing Documents in a non-emergency situation; and (iv) damages or both. Bringing suit at law or in equity to enjoin any violation or to recover monetary Any and all remedies set forth in the Governing Documents shall be cumulative of any remedies available at law or in equity. In any action to enforce the Governing Documents, if the Association prevails, it shall be entitled to recover all costs, including, without limitation, attorneys fees and court costs, reasonably incurred in such action. The Association shall not be obligated to take any action if the Board reasonably determines that the Association's position is not strong enough to justify taking such action that the covenant, Use Restriction, or Rule and Regulation being enforced is, or is likely to be construed as, inconsistent with covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 10 applicable law; or that it is not in the Association's interest, based upon hardship, expenses, or other reasonable criteria to pursue enforcement action. Such a decision shall not (a) be construed a waiver of the right of the Association to enforce such provision at a later time under other circumstances or (b) estop the Association from enforcing any other covenant, Use Restriction, or Rule and Regulation. The Association, by contract or other agreement, may enforce applicable Local Jurisdiction ordinances, if applicable, and permit the Local Jurisdiction to enforce ordinances within the Properties for the benefit of the Association and its Members. While conducting the Association's business affairs, the Board shall act within the scope of the Governing Documents and in good faith to further the legitimate interests of the Association and its Members. In fulfilling its governance responsibilities, the Board's actions shall be governed and tested by the rule of reasonableness. The Board shall exercise its power in a fair and nondiscriminatory manner and shall adhere to the procedures established in the Governing Documents. 6.4. . Implied Rights: Board Authority. The Association may exercise any right or privilege (a) given to it expressly by (or reasonably implied from) (i) RCW 64.38 or (ii) the Governing Documents or (b) reasonably necessary to effectuate any such right or privilege. Except as otherwise specifically provided in the Governing Documents, or by law, all rights and powers of the Association may be exercised by the Board without a vote of the membership. The Board may institute, defend, settle, or intervene on behalf of the Association in mediation, binding or nonbinding arbitration, litigation, or administrative proceedings in matters pertaining to the Areas of Common Responsibility, enforcement of the Governing Documents, or any other civil claim or action. However, the Governing Documents shall not be construed as creating any independent legal duty to institute litigation on behalf of or in the name of the Association or its Members. In exercising the rights and powers of the Association, making decisions on behalf of the Association, and conducting the Association's affairs, Board members shall be subject to, and their actions shall be judged in accordance with, the standards set forth in the Bylaws. 6.5. Indemnification of Officers, Directors, and Others. To the fullest extent permitted by Washington law, the Association shall indemnify every officer, director, volunteer, and committee member of the Association against all damages and expenses, including counsel fees, reasonably incurred in connection with any action, suit, or other proceeding (including settlement of any suit or proceeding, if approved by the then Board of Directors) to which he or she may be a party by reason of being or having been an officer, director, or committee member. The officers, directors, and committee members shall not be liable for any mistake of judgment, negligent or otherwise, except for their own individual willful misfeasance, malfeasance, misconduct, or bad faith. The officers and directors shall have no personal liability with respect to any contract or other commitment made or action taken in good faith on behalf of the Association (except to the extent that such officers or directors may also be Members of the Association). The Association shall indemnify and forever hold each such officer, director, and committee member harmless from any and all liability to others on account of any such contract, commitment, or action. This right to indemnification shall not be exclusive of any other rights to which any present or former officer, director, or committee member may be entitled. The Association shall, as a Common Expense, maintain adequate general liability and officers' and directors' liability insurance to fund this obligation, if such insurance is reasonably available. 6.6. Security. The Association may, but shall not be obligated to, maintain or support certain activities within the Properties designed to make the Properties safer than they otherwise might be. covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 11 Neither the Association nor Declarant shall in any way be considered insurers or guarantors of security within the Properties, nor shall either be held liable for any loss or damage by reason of failure to provide adequate security or ineffectiveness of security measures undertaken. No representation or warranty is made (a) that any systems or measures undertaken, including any mechanism or system for limiting access to the Properties, cannot be compromised or circumvented or (b) that any such systems or security measures undertaken will in all cases prevent loss or provide the detection or protection for which the system is designed or intended. Each Owner acknowledges, understands, and covenants to inform its tenants and all occupants of its Lot that the Association, its Board and committees, and Declarant are not insurers and that each Person using the Properties assumes all risks of personal injury and loss or damage to property, including Lots and the contents of Lots, resulting from acts of third parties. 6.7. Effect of Dissolution of Association. In the event that the Association is dissolved and is no longer licensed as a nonprofit corporation, the rights and duties of the Association (including, but not limited to, all ownership interest in the Common Areas) shall vest in the Owners, as an unincorporated association. Any Owner of any Lot(s) or any Mortgagee of any such Lot(s) may reinstate the Association's corporate status, or create a successor entity as a successor to the Association, at any time by filing wtth the State of Washington such documents as required by law to reinstate the Association or create its successor; and upon such reinstatement, the Owners' rights and duties, as described in this Declaration, shall re-vest in the reinstated or successor Association, and all Owners shall be members thereof wtth all rights to vote provided by law and the organizational documents of the entity. To the greatest extent possible, any successor entity shall be governed by the Articles and Bylaws of the Association as if they had been made to constitute the governing documents of the successor entity. Article VII Finances 7.1. Budgeting, Assessments and Allocating Common Expenses. The Association is entitled to make assessments and collect funds from the Owners for payment of Common Expenses, to the extent permitted by RCW 64.36. 7.2. Obligation for Assessments. Each Owner, by accepting a deed or entering into a Recorded contract of sale for the purchase of any Lot, is deemed to have covenanted and agreed to pay all assessments authorized by RCW 64.36. All assessments, together with interest (computed from its due date at a rate of 12% per annum or such other rate as the Board may establish, subject to the limitations of Washington law), late charges, costs, and reasonable attorneys fees, shall be the personal obligation of each Owner and a lien upon each Lot until paid in full. Upon a transfer of title to a Lot, the grantee shall be jointly and severally liable for any assessments and other charges due at the time of conveyance. No Owner is exempt from liability for assessments by nonuse of Areas of Common Responsibility, abandonment of the Owner's Lot, or any other reason. The obligation to pay assessments is a separate and independent covenant on the part of each Owner. Article VIII Additional Rights Reserved to Declarant 6.1. Right to Develop. Declarant and Declarant's employees, agents, and designees shall have a right of access and use and an easement over and upon all of the Areas of Common Responsibility for the purpose of making, constructing, and installing such improvements to the Areas of Common Responsibility as Declarant deems appropriate in its sole discretion, so long as such covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 12 ,---------------------------------------- improvements are not inconsistent with (a) the permitted uses and purposes of the Areas of Common Responsibility or (b) applicable law. 8.2. Right to Approve Additional Covenants. No Person shall Record any declaration of covenants, conditions, and restrictions or similar instrument affecting any portion of the Properties without Declarant's review and written consent. Any attempted Recording without such consent shall result in such instrument being void and of no force and effect unless subsequently approved by written consent signed and Recorded by Declarant. 8.3. Right to Transfer or Assign Declarant Rights. Any or all of Declarant's special rights and obligations set forth in this Declaration or the Bylaws may be transferred in whole or in part to other Persons; provided, the transfer shall not reduce an obligation nor enlarge a right beyond that which Declarant has under this Declaration. No such transfer or assignment shall be effective unless it is' in a written instrument signed and Recorded by Declarant. The foregoing sentence shall not preclude Declarant from permitting other Persons to exercise, on a one-time or limited basis, any right reserved to Declarant in this Declaration where Declarant does not intend to transfer such right in its entirety, and in such case it shall not be necessary to Record any written assignment unless necessary to evidence Declarant's consent to such exercise. 8.4. Termination of Rights. The rights contained in this Article shall not terminate until the earlier of (a) 10 years from the date this Declaration is Recorded, (b) Recording by Declarant of a written statement that all Lot and home sales activity on the Lots has ceased, or (c) all of the Lots have been sold to non-Builder parties. Article IX Easements for Maintenance, Emergency, and Enforcement Declarant grants to the Association easements over the Properties as necessary to enable the Association to fulfill its maintenance responsibilities under Sections 4.1 and 6.1. The Association shall also have the right, but not the obligation, to enter upon any Lot for emergency, security, and safety reasons to (a) perform maintenance and (b) inspect to ensure compliance with and to enforce the Declaration and any adopted Rules and Regulations. Such right may be exercised by (i) the duly authorized agents and assignees of the Association and (ii) all emergency personnel in the performance of their duties. Except in an emergency Situation, entry shall only be during reasonable hours and after notice to the Owner. Article X Attorneys Fees and Expenses In the event any action is taken to interpret or enforce the terms of this Declaration, including the commencement of arbitration or litigation, all reasonable attorneys fees and litigation expenses and costs incurred to protect or enforce the prevailing party's rights under this Declaration shall be paid or reimbursed by the other part(ies). The litigation expenses reimbursable shall include, but not be limited to, expert witness fees, legal assistants, transcripts, photocopy charges, and telephone charges. Article XI Amendment of Declaration 11.1. By Declarant. In addition to specific amendment rights, if any, granted elsewhere in this Declaration, until conveyance of the first Lot to a Person other than a Builder, Declarant may unilaterally amend this Declaration for any purpose. Thereafter, Declarant may unilaterally amend this Declaration if such amendment is necessary (a) to bring any provision into compliance with any applicable covenants-Cedar Highlands Short Plat FS (DLH 6· 13-2016) Page 13 1 I govemmental statute, rule, regulation, or judicial determination; (b) to enable any reputable title insurance company to issue title insurance coverage on the Lots; (c) to enable any institutional or governmental lender, purchaser, insurer, or guarantor of mortgage loans, including, for example, the Federal National Mortgage Association or Federal Home Loan Mortgage Corporation, to make, purchase, insure, or guarantee mortgage loans on the Lots; or (d) to satisfy the requirements of any local, state, or federal governmental agency; provided, however, any such amendment shall not adversely affect the title to any Lot unless the Owner shall consent in writing to such amendment. 11.2. By Owners. Except as otherwise specifically provided above and elsewhere in this Declaration, this Declaration may be amended only by both (a) the affirmative vote or written consent, or any combination thereof, of at least 67% of the Owners and (b) Declarant's consent, so long as Declarant owns any of the Lots subject to this Declaration. Notwithstanding the above, the percentage of votes necessary to amend a specific clause shall not be less than the prescribed percentage of affirmative votes required for action to be taken under that clause. 11.3. Validity and Effective Date. No amendment may remove, revoke, or modify any right or privilege of Declarant without Declarant's written consent. If an Owner consents to any amendment to this Declaration or the Bylaws, it will be conclusively presumed that such Owner has the authority to consent, and no contrary provision in any Mortgage or contract between the Owner and a third party will affect the validity of such amendment. Any amendment shall become effective upon Recording, unless a later effective date is specified in the amendment. Any procedural challenge to an amendment must be made within six months of its Recording or such amendment shall be presumed to have been validly adopted. In no event shall a change of conditions or circumstances operate to amend any provisions of this Declaration. 11.4. Headings. The article headings and the section headings in this Declaration are for convenience only and are not intended to modify or define the contents of the articles and sections in any way. 11.5. Exhibits. Exhibit "A" attached to this Declaration is hereby incorporated by this reference and amendment of such exhibit shall be governed by this Article. IN WITNESS WHEREOF, the undersigned Declarant has executed this Declaration the date and year first written above. STATE OF WASHINGTON ss. COUNTY OF KING MERLINO LAND DEVELOPMENT CO., INC., a Washington corporation By: -=--:-::-:-;----;:-----;:---:-:---:-____ _ Gary M. Merlino, President I certify that I know or have satisfactory evidence that Gary M. Merlino is the person who appeared before me and acknowledged that he signed the instrument, on oath stated he was authorized to execute this instrument and acknowledged it as the President of MERLINO LAND covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 14 .--------------------------~--------------------------------------------~ DEVELOPMENT CO., INC., a Washington corporation, to be the free and voluntary act of such corporation for the uses and purposes mentioned in the instrument. SUBSCRIBED and SWORN to before me this __ day of ______ 2016. (printed name):-;-;:: __________ _ NOTARY PUBLIC My Commission expires: _______ _ covenants·Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 15 EXHIBIT "A" Land Submitted to the Declaration Lots 1 through 7 and Tract A, City of Renton Short Plat No. LUA14-568-SHPL-A, as recorded in Volume _ of Short Plats, pages _-_, and recorded at King County Recording Number __________ _ covenants-Cedar Highlands Short Plat F5 (DLH 6-13-2016) Page 16 Attachment 4 II" by 17" reductions ofthe final Landscape Plan sheet and the Landscape Schedule & Details sheet (Sheets L2.0 I and L2.31 of2) follow this page. 5 WET fR[ES LOCATED IN PlANTER SmJP tIIlHfXJT £XlSllNC VillInES TO 8£ CEN f[R[JJ IN PlANTER STRIP (""J --- CD STH£[T fR£[ - IN CITY ROW (T"'J / G/IC<JNIJCO>CR (T"'J SHI/IJB (""J £X1STWC STaN lIHf TO REUA/N HllHlN PLANTER SlRIP \ I / I I / I ~~ \ \ / I '\. 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Y PlANllNCS AND OTHER LANDSCAPE" MATERIALS CAllEO-FCl? BY THIS SH££T a? BY SHEET l211 (£ 2 THAT ARE REWIR£l) TO BE INSTAllED PRICl? TO IH£ ort's A!f'ROVAl AN[} RECORDING {T THE FINAl. SHfX?T PlAT SHAll BE THE STREET TREES. (2) CW A LOT-8Y-LOT BAS'S INSTALlAllCW (F Al1. 01HEli' PlANTINCS AND lANDSCAPE IIA/fRtAlS CAlJ.EO-FrY? BY SHEETS l201 AND £211 (T 2 SHAll BE THE Rf~/rr OF EACH 8tJ1llllNG P[WfT APPliCANT S£fKING A 8tJIJ.0ING PER1IIT FrY? THE HOllE PRfPOS£D {W EACH PAIUlCtA.AR lOr, IfITH Al1. SUCH PlANTINGS AND MA/fRiAlS TO BE INSTAllED PRIOR TO ISSUANCE OF A CERTlFlCATr (F OCCUPANCY FrY? THE HOllE CONSll?UClfD eN EACH SUCH LOI NOTJIITHSTANfXNC THE PREVIOUS S£NTrNCE OR ANY OTHER PROVlSItN OF THIS SHEET Cl? SHEET l2JI OF 2. EACH BUlIOlNC PE"RIIIT APPLICANT SHAll BE [NT/llED TO PROPOSE TO THE CITY (AS PART OF THE APPliCANT'S 8Ufl[)INC PERMIT APPlICAT/eN SI/BJIITTAL PACKAGE) SUBSTITUTI{WS OF PlANTING AND OTHER lANDSCAPE MATERIAlS FeY? 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Return Address: City Clerk's Office City of Renton 1055 South Grady Way Renton, W A 98057 DEED OF DEDICA nON Project File #:LUA-568-SHPL CITY OF RENTON RECEIVED JUN 142016 DEVELOPMENT SERVICES Property Tax Parcel Number: Street Intersection: Reference Number(s) of Documents assigned or released: Additional reference numbers are on page __ . Grantor(s): Grantee(s): 1. Merlino Land Development Co, Inc., a 1. City of Renton, a Municipal Corporation Washington corooration LEGAL DESCRIPTION: Ptn NWY.. of the NWY.. of 20-23-05 Additional legal on Exhibit A, attached. (Note: A professional land surveyor's sketch of the land hereby dedicated as street right-of-way is attached as Exhibit 8.) The Grantor, for and in consideration of mutual benefits. conveys, quit claims, dedicates and donates to the Grantee(s) as named above, the above described real estate situated in the County of King, State of Washington. IN WITNESS WHEREOF, I have hereunto set my hand and seal the day and year as written below. Approved and Accepted Bv: Grantor(s): Grantee(s): City of Renton Merlino Land Development Co, Inc., a Washington corporation By: Gary M. Merlino, President Mayor City Clerk Renton's Right-of-Way (Quitclaim) Deed 01 (OLH 06-IO-2016).doc Page I FORM 04 OOOllbh .. CORPORATE FORM OF ACKNOWLEDGMENT Notary Seal must be within box ST ATE OF WASHINGTON ) SS COUNTY OF KING ) I certify that I know or have satisfactory evidence that Gary M. Merlino is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute this instrument and acknowledged it as the President of Merlino Land Development Co, Inc., a Washington corporation, the corporation that executed the within and foregoing instrument, and acknowledged said instrument to be the free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and on oath stated that he is authorized to execute said instrument. Notary Public in and for the State of Washington Notary (Print) __ .,---__________ _ My appointment expires: ___________ _ Dated: Renton's Right-of-Way (Quitclaim) Deed 01 (OLH 06-IO-20\6).doc Page2 FORM 04 OOOllbh • Exhibit A Project: City of Renton Short Plat LUA·568· SHPL WO# pro GRANTOR: Merlino Land Development Co, Inc. Street: Cedar Ave. S. south o[S. 7th Street Legal Description of Area Dedicated As Street Right-of-Way THAT PORTION OF THE HENRY H. TOBIN DONATION LAND CLAIM NO. 37, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., LYING SOUTHERLY AND WESTERLY OF THE PLAT OF HIGHLAND ADDITION TO THE TOWN OF RENTON, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 17 OF PLATS, PAGE 32, IN KING COUNTY, WASHINGTON; AND THAT PORTION OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER (GOVERNMENT LOT 1) OF SECTION 20, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING NORTHERLY OF PUGET SOUND POWER AND LIGHT COMPANY'S TRANSMISSION RIGHT-OF-WAY AND EAST OF PRIMARY STATE HIGHWAY NO.1, DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTH QUARTER CORNER OF SAID SECTION 20, THENCE N89°59'25"W, ALONG THE NORTH LINE OF SAID SECTION 20,1386.99 FEET TO THE INTERSECTION OF SAID NORTH LINE WITH THE WEST MARGIN OF CEDAR AVENUE S. (CEDAR STREET) AS DEDICATED BY SAID PLAT, TO THE POINT OF BEGINNING; THENCE CONTINUING N89°59'25"W, ALONG SAID NORTH LINE, 7.00 FEET; THENCE S1°25'52"W, PARALLEL WITH SAID. WEST MARGIN, 466.40 FEET TO A POINT OF TANGENCY WITH A 25.00-FOOT RADIUS CURVE TO THE RIGHT; THENCE SOUTHERLY AND WESTERLY, ALONG SAID CURVE, THROUGH A CENTRAL ANGLE OF 73°20'48" A DISTANCE OF 32.00 FEET TO THE BEGINNING OF A 48.00-FOOT RADIUS REVERSE CURVE TO THE LEFT; THENCE SOUTHERLY, ALONG SAID CURVE, THROUGH A CENTRAL ANGLE OF 163°20'48" A DISTANCE OF 136.84 FEET JO A POINT OF TANGENCY; THENCE S88°34'08"E 11.08 FEET TO SAID WEST MARGIN; THENCE N1°25'52"E, ALONG SAID WEST MARGIN, 584.51 FEET TO THE POINT OF BEGINNING. CONTAINS 8, 188± S.F. (O.1880± ACRES) CORE DESIGN, INC BELLEVUE, W A 98007 Core Project No: 04139M 0/10/2016 Renton's Right.oF.Way (Quitclaim) Deed D I (DLH 06-10-20 16).doc Page 3 FORM 04 000 \/bh r • 15 FOUND TACK IN LEAD r-\I1TH WASHER 0.06' NORTH AND 0.03' EAST OF PROPERTY CORNER / FOUND NAIL IN 4" CONCRETE MON. 0.02' SOUTH OF SECTION LINE 0.03' EAST OF ClEDAR AVE. S. CENTERLINE DOWN 0.7' IN CASE ======::;=:L1=\.~~~_. ~ a_11H_S1R£ET N89'59'25"W ---.ct:-'~~:::JJ /( ~I..I""___ 1386.99 I I I 1"- I ~-p'o.B. 20.00i - I 7,00-1-1 I 27.00 -i bl--- ~ I en Z I !lie ~ ~, I, I~ ~I B 2 I~ ~I 1--- 30 ~I ~ z, ~ I ~I SQ I~ , , I I I I RIGHT-OF-WAY ')' TO BE I \ DEDICATED TOl( G THE CITY OF --"" RENTON (... I 3 LINE, L1 L2 CURVE , C1 C2 20 FOUND NORTH QUARTER CORNER CITY OF RENTON CONTROL POINT NO. 415 1 1/2" BRASS DISK IN 4" CONCRETE MONUMENT DOWN 0.7' IN CASE LINE TABLE BEARING LENGTH N89'59'25"W 7.00 S88'34'08"E 11.08 CURVE TABLE RADIUS DELTA LENGTH 25.00 73'20'48" 32.00 48.00 163'20'48" 136.84 f3~ ~,l88±S.f. , ......) FOUND 5/8" REBAR \11TH I -L2:'.-"" ~YELLOW PLASTIC CAP 2...1 / STAMPED "CRONES 29537" I .... -'-+---0.24' NORTH OF ------..,...---/l SOUTHERLY R-O-W LINE I FOUND 5/8" REBAR \11TH YELLOW PLASTIC CAp..J STAMPED "HARSTAD 13731" 0.78' WEST OF R-O-W LINE CITY OF RENTON LUA14-568-SHPL·A SHORT PLAT R-Q-W DEDICATION MAP EXHIBIT EXHIBITB PAGE 10F1 ~ '471' Nf 29111 P'_ Sullo '0' CORE S.'I ..... , Washing ... 98007 ~ DESIGN 425.885J877 Fox 425.885J963 ENGINEEIING . PLANNING· SUIVEYING JOB NO. 04139M SCALE: 1· = 1 00' t 5p 19 0 Return Address: City Clerk's Omce City of Renton 1055 South Grady Way Renton, W A 98057 DEED OF DEDICATION Project File #:LUA-568-SHPL CITY OF RENTON RECEIVED JUN 142016 DEVELOPMENT SERVICES Property Tax Parcel Number: Street Intersection: Reference Number(s} of Documents assigned or released: Additional reference numbers are on page __ . Grantor(s): Grantee(s): I. Merlino Land Development Co, Inc., a I. City of Renton, a Municipal Corporation Washington corooration LEGAL DESCRIPTION: PIn NWV. of the NWV. of20-23-05 Additional legal on Exhibit A, attached. (Note: A professional land surveyor's sketch of the land hereby dedicated as street right-of-way is attached as Exhibit B.) The Grantor, for and in consideration of mutual benefits. conveys, quit claims, dedicates and donates to the Grantee(s) as named above, the above described real estate situated in the County of King, State of Washington. IN WITNESS WHEREOF, I have hereunto set my hand and seal the day and year as written below. Approved and Accepted Bv: Grantor(s): Grantee(.): City of Renton Merlino Land Development Co, Inc., a Washington corporation By: Gary M. Merlino, President Mayor City Clerk Renton's Right-oF-Way (Quitclaim) Deed 01 (DLH 06-1 0-201 6).doc Page I FORM 04 OOOllbh CORPORA TE FORM OF ACKNOWLEDGMENT Notary Seal must be within box STATE OF WASHINGTON ) SS COUNTY OF KING ) I certify that I know or have satisfactory evidence that Gary M. Merlino is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute this instrument and acknowledged it as the President of Merlino Land Development Co, Inc., a Washington corporation, the corporation that executed the within and foregoing instrument, and acknowledged said instrument to be the free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and on oath stated that he is authorized to execute said instrument. Notary Public in and for the State of Washington Notary (Print)' __ -,---___________ _ My appointment expires.: ____________ _ Dated: Renton's Right-of-Way (Quitclaim) Deed DI (DLH 06-IO-2016).doc Page 2 FORM 04 OOOllbh • Exhibit A Project: City of Renton Short Plat LUA-568- SHPL WO# PID GRANTOR: Merlino Land Development Co, Inc. Street: Cedar Ave. S. south of S. 7th Street Legal Description of Area Dedicated As Street Right-of-Way THAT PORTION OF THE HENRY H. TOBIN DONATION LAND CLAIM NO. 37, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., LYING SOUTHERLY AND WESTERLY OF THE PLAT OF HIGHLAND ADDITION TO THE TOWN OF RENTON, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 17 OF PLATS, PAGE 32, IN KING COUNTY, WASHINGTON; AND THAT PORTION OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER (GOVERNMENT LOT 1) OF SECTION 20, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING NORTHERLY OF PUGET SOUND POWER AND LIGHT COMPANY'S TRANSMISSION RIGHT-OF-WAY AND EAST OF PRIMARY STATE HIGHWAY NO.1, DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTH QUARTER CORNER OF SAID SECTION 20, THENCE N89"59'25"W, ALONG THE NORTH LINE OF SAID SECTION 20, 1386.99 FEET TO THE INTERSECTION OF SAID NORTH LINE WITH THE WEST MARGIN OF CEDAR AVENUE S. (CEDAR STREET) AS DEDICATED BY SAID PLAT, TO THE POINT OF BEGINNING; THENCE CONTINUING N89"59'25"W, ALONG SAID NORTH LINE, 7.00 FEET; THENCE Sl"25'52"W, PARALLEL WITH SAID WEST MARGIN, 466.40 FEET TO A POINT OF TANGENCY WITH A 25.00-FOOT RADIUS CURVE TO THE RIGHT; THENCE SOUTHERLY AND WESTERLY, ALONG SAID CURVE, THROUGH A CENTRAL ANGLE OF 73"20'48" A DISTANCE OF 32.00 FEET TO THE BEGINNING OF A 48.00-FOOT RADIUS REVERSE CURVE TO THE LEFT; THENCE SOUTHERLY, ALONG SAID CURVE, THROUGH A CENTRAL ANGLE OF 163"20'48" A DISTANCE OF 136.84 FEET JO A POINT OF TANGENCY; THENCE S88"34'08"E 11.08 FEET TO SAID WEST MARGIN; THENCE N1"25'52"E, ALONG SAID WEST MARGIN, 584.51 FEET TO THE POINT OF BEGINNING. CONTAINS 8,188±S.F. (O.1880± ACRES) CORE DESIGN, INC- BELLEVUE, W A 98007 Core Project No: 04139M 0/10/2016 Renton's Right-of-Way (Quitclaim) Deed DI (DLH 06-IO-2016).doc Page 3 FORM 04 OOOllbh ~---------------------~~------~ • €.t110tl Of II-o,..\. , I{C. C ,..C1S 29 p\.,..1 t10~€.I1-"'~CIl-€. 1\l.p,..G€' CO--(S r ,..1S, FOUND TACK IN lIEAD r \11TH WASHER 0.06' NORTH AND 0.03' EAST OF PROPERTY CORNER IIoP,..t1 Of pI. C 0 llo€. 9 / FOUND NAIL IN 4" CONCRETE' MON. O.ot SOUTH OF SECTION UNE 0.03' EAST OF CEDAR AVE. S. CENTERUNE DOWN 0.7' IN CASE I/O\.~ _-/-__ 1~ L....;.~_ ======:;::::=L='l"~~ __ ., 7 S. 71H S1REET N89'59'25"W _,17 ~ -----~--~, /11 '\,,, - - -1386.99 ---CC",,;O, I ", , FOUND NORTH QUARTER CORNER 1 ,-P.O.B. OTY OF RENTON 20.00 -fl ~ CONTROL POINT NO. 415 1 1/2" BRASS DISK 1 7.00 -j 1-1 1 IN 4" CONCRETE MONUMENT I DOWN 0.7' IN CASE 1 27.00-, ~ ~ : 1;1--- ~ Sj?1 I<C .01 I ~I 191--_2_ I!li! ~I ~ ~I u; ~I ~ I~ zi "w I ~I 15 I Z I I I I 1 RIGHT-OF-WAY ,)1 TO BE 1 \ DEDICATED TO)z C-THE CITY OF ,-"./ RENTON y'" 1 3 LINE TABlIE LINE I BEARING LENGTH L1 NS9'59'25"W 7.00 L2 SSS'34'OS"E 11.0S CURVE T ABlIE CURVE I RADIUS DELTA lIENGTH Cl 25.00 73'20'48" 32.00 C2 48.00 163'20'48" 136.S4 :3 ~ ~,1 SS±S.F. '...... ) /;OUND 5/8" REBAR \11TH 1 -L2'::..-r YELLOW PLASTIC CAP 2 J STAMPED "CRONES 2953r 1 \t-"'--4l"---0.24' NORTH OF ------"T"---iI SOUTHERLY R-O-W UNE I FOUND 5/S" REBAR \11TH YELLOW PLASTIC CAP .... STAMPED "HARSTAD 13731" 0.78' WEST OF R-o-W LINE CITY OF RENTON LUA14-568-SHPL-A SHORT PLAT R'()'W DEDICATION MAP EXHIBIT EXHIBIT B PAGE 10F1 C':Qi 147I1NEmPI_SulteIOI E BoI,.""" Woshlngton 98007 ~ DESIGN 425.885.7877 Fa. 425.885.7963 ENGINEElING . PLANNING· SURVEYING JOB NO_ 04139M SCALE: ," = '00' ? Sp '}O Return Address: City Clerk's Office City of Renton 1055 South Grady Way Renton, W A 98057 DEED OF DEDICATION Project File #:LUA-568-SHPL Property Tax Parcel Number: Street Intersection: Reference Number(s) of Documents assigned or released: Additional reference numbers are on page __ . Grantor(s): Grantee(s): CITY OF RENTON RECEIVED JUN 142016 DEVELOPMENT SERVICES I. Merlino Land Development Co, Inc., a I. City of Renton, a Municipal Corporation Washington corporation LEGAL DESCRIPTION: PIn NWY.. oflhe NW';" of20-23-05 Additional legal on Exhibit A, attached. (Note: A professional land surveyor's sketch of the land hereby dedicated as street right-of-way is attached as Exhibit B.) The Grantor, for and in consideration of mutual benefits, conveys, quit claims, dedicates and donates to the Grantee(s) as named above, the above described real estate situated in the County of King. State of Washington. IN WITNESS WHEREOF, I have hereunto set my hand and seal the day and year as written below. Approved and Accepted Bv: Grantor(s): Grantee(s): City of Renton Merlino Land Development Co, Inc., a Washington corporation By: Gaty M. Merlino, President Mayor City Clerk Renton'S Right-of-Way (Quitclaim) Deed 01 (DLH 06-10-2016).doc Page I FORM 04 000 Ilbh CORPORATE FORM OF ACKNOWLEDGMENT Notary Seal must be within box ST ATE OF WASHINGTON ) SS COUNTY OF KING ) I certify that I know or have satisfactory evidence that Gary M. Merlino is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute this instrument and acknowledged it as the President of Merlino Land Development Co, fnc., a Washington corporation, the corporation that executed the within and foregoing instrument, and acknowledged said instrument to be the free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and on oath stated that he is authorized to execute said instrument. Notary Public in and for the State of Washington Notary (Print), __ ~ ___________ _ My appointment expires:. ____________ _ Dated: Renton's Right-of-Way (Quitclaim) Deed D 1 (DLH 06-10-20 16).doc Page 2 FORM 04 OOOllbh Exhibit A Project: City of Renton Short Plat LUA-568- SHPL WO# PID GRANTOR: Merlino Land Development Co, Inc. Street: Cedar Ave. S. south ofS. 7th Street Legal Description of Area Dedicated As Street Right-of-Way THAT PORTION OF THE HENRY H. TOBIN DONATION LAND CLAIM NO. 37, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., LYING SOUTHERLY AND WESTERLY OF THE PLAT OF HIGHLAND ADDITION TO THE TOWN OF RENTON, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 17 OF PLATS, PAGE 32, IN KING COUNTY, WASHINGTON; AND THAT PORTION OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER (GOVERNMENT LOT 1) OF SECTION 20, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING NORTHERLY OF PUGET SOUND POWER AND LIGHT COMPANY'S TRANSMISSION RIGHT-OF-WAY AND EAST OF PRIMARY STATE HIGHWAY NO.1, DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTH QUARTER CORNER OF SAID SECTION 20, THENCE N89·59'25"W, ALONG THE NORTH LINE OF SAID SECTION 20,1386.99 FEET TO THE INTERSECTION OF SAID NORTH LINE WITH THE WEST MARGIN OF CEDAR AVENUE S. (CEDAR STREET) AS DEDICATED BY SAID PLAT, TO THE POINT OF BEGINNING; THENCE CONTINUING N89°59'25"W, ALONG SAID NORTH LINE, 7.00 FEET; THENCE S1°25'52"W, PARALLEL WITH SAID WEST MARGIN, 466.40 FEET TO A POINT OF TANGENCY WITH A 25.00-FOOT RADIUS CURVE TO THE RIGHT; THENCE SOUTHERLY AND WESTERLY, ALONG SAID CURVE, THROUGH A CENTRAL ANGLE OF 73°20'48" A DISTANCE OF 32.00 FEET TO THE BEGINNING OF A 48.00-FOOT RADIUS REVERSE CURVE TO THE LEFT; THENCE SOUTHERLY, ALONG SAID CURVE, THROUGH A CENTRAL ANGLE OF 163°20'48" A DISTANCE OF 136.84 FEET TO A POINT OF TANGENCY; THENCE SB8°34'08"E 11.08 FEET TO SAID WEST MARGIN; THENCE N1°25'52"E. ALONG SAID WEST MARGIN, 584.51 FEET TO THE POINT OF BEGINNING. CONTAINS 8,188± S.F. (O.1880± ACRES) CORE DESIGN, INC. BELLEVUE, W A 98007 Core Project No: 04139M 0/10/2016 Renton's Right-of-Way (Quitclaim) Deed D 1 (DLH 06-10-20 16).doc Page 3 FORM 04 OOOllbh " 15 FOUND TACK IN LEAD r \11TH WASHER 0.06' NORTH AND 0.03' EAST OF PROPERTY CORNER / FOUND NAIL IN 4' CONCRETE WON. 0.02' SOUTH OF SECTION UNE 0.03' EAST OF CEDAR AVE. S. CENTERUNE DOWN 0.7' IN CASE --+---=====:::::;==Ll,,~~~_ •. / S. 7TH S1REET NB9'59'25'W _,17 /1, '\'-'-- - -1386.99 ---Ct:';~=:JJ " , • FOUND NORTH QUARTER CORNER I -P.O.B. CITY OF RENTON 20.00 -+, I-CONTROL POINT NO. 415 1 1/2' BRASS DISK , 7.00 -t 1-1 1 IN 4' CONCRETE WONUMENT 1 27.00 -i b OOWN 0.7' IN CASE ~ I en z , ~ ~ ~, 1'1 UNE TABLE UNEI BEARING LENGTH I~ ~, el--_2_ I~ ~, ~ ~I ~ ~I ~ %1 ~ I ~I ,~ ,Z , I , , 1 RIGHT-OF-WAY 'J' TO BE 1 \ DEDICATED T01z C THE CITY OF --,/ RENTON Y"'" 1 3 L1 NB9'59'25'W 7.00 L2 588'34'OB'E 11.06 CURVE TABLE CURVE I RADIUS DELTA LENGTH C1 25.00 73'20'48' 32.00 C2 48.00 163'20'48' 136.84 f3 ~ ~.1BB±S.F. ,...... J ~OUND 5/B' REBAR Vt1TH 1 -L2'-""7 YELLOW PLASTIC CAP 2-' STAMPED 'CRONES 29537' 1 ....... -'--+=.--0.24' NORTH OF ------..,...---#1 SOUTHERLY R-O-W UNE I FOUND 5/B' REBAR Vt1TH YELLOW PLASTIC CAP"' STAMPED 'HARSTAD 13731' 0.7B· WEST OF R-O-W LINE CITY OF RENTON LUA14-568-SHPL-A SHORT PLAT R-o-W DEDICATION MAP EXHIBIT EXHIBIT B PAGE 10F1 COO 14711 NE 29111 PI_Suite 101 B.I1 ...... WOJIIIng"'" P8007 ~ DESIGN 425.8857877 Fax 425.8857P63 ENGINEEIING . PLANNING· SUrvEYING JOB NO_ 04139M SCALE: 1· = 100' t 5p 1)0 ---I .-' Return Address: City Clerk's Office City of Renton 1055 South Grady Way Renton, W A 98057 DEED OF DEDICATION Project File #:LUA-568-SHPL :rY Of REN'\ON CIRE.CE,\\IE.O JUN 14: 20\0 DEVELOPt;\ENI SERVICES Property Tax Parcel Number: Street Intersection: Reference ~umber(s) of Documents assigned or released: Additional reference numbers are on page __ . Grantor(s): Grantee(s): I. Merlino Land Development Co, [nc., a I. City of Renton, a Municipal Corporation Washington corporation LEGAL DESCRIPT[ON: Ptn NW\4 of the NW\4 of 20-23-05 Additional legal on Exhibit A, attached. (Note: A professional land surveyor's sketch of the land hereby dedicated as street right-of-way is attached as Exhibit B.) The Grantor, for and in consideration of mutual benefits, conveys, quit claims, dedicates and donates to the Grantee(s) as named above, the above described real estate situated in the County of King, State of Washington. IN WITNESS WHEREOF, [ have hereunto set my hand and seal the day and year as written below. Aooroved and Accepted Bv: Grantor(s): Grantee(s): City of Renton Merlino Land Development Co, [nc., a Washington corporation By: Gary M. Merlino, President Mayor City Clerk Renton's Right-of-Way (Quitclaim) Deed 0 I (DLH 06-10-20 16).doc Page I FORM 04 OOOllbh CORPORATE FORM OF ACKNOWLEDGMENT Notary Seal must be within box STATE OF WASHINGTON ) SS COUNTY OF KING ) I certify that I know or have satisfactory evidence that Gary M. Merlino is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute this instrument and acknowledged it as the President of Merlino Land Development Co, Inc., a Washington corporation, the corporation that executed the within and foregoing instrument, and acknowledged said instrument to be the free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and on oath stated that he is authorized to execute said instrument. Notary Public in and for the State of Washington Notary (Print), __ -,-___________ _ My appointment expires:. ____________ _ Dated: Renton's Right-of-Way (Quitclaim) Deed D 1 (DLH 06-10-20 16).doc Page 2 FORM 04 OOOllbh Exhibit A Project: City of Renton Short Plat LUA-568- SHPL WO# PID GRANTOR: Merlino Land Development Co,lnc. Street: Cedar Ave. S. south DrS. 7th Street Legal Description of Area Dedicated As Street Right-of-Way THAT PORTION OF THE HENRY H. TOBIN DONATION LAND CLAIM NO. 37, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., LYING SOUTHERLY AND WESTERLY OF THE PLAT OF HIGHLAND ADDITION TO THE TOWN OF RENTON, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 17 OF PLATS, PAGE 32,IN KING COUNTY, WASHINGTON; AND THAT PORTION OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER (GOVERNMENT LOT 1) OF SECTION 20, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., IN KING COUNTY, WASHINGTON, LYING NORTHERLY OF PUGET SOUND POWER AND LIGHT COMPANY'S TRANSMISSION RIGHT-OF-WAY AND EAST OF PRIMARY STATE HIGHWAY NO.1, DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTH QUARTER CORNER OF SAID SECTION 20, THENCE N89·59'25"W, ALONG THE NORTH LINE OF SAID SECTION 20, 1386.99 FEET TO THE INTERSECTION OF SAID NORTH LINE WITH THE WEST MARGIN OF CEDAR AVENUE S. (CEDAR STREET) AS DEDICATED BY SAID PLAT, TO THE POINT OF BEGINNING; THENCE CONTINUING N89·59'25"W, ALONG SAID NORTH LINE, 7.00 FEET; THENCE S1·25'52"W, PARALLEL WITH SAID WEST MARGIN, 466.40 FEET TO A POINT OF TANGENCY WITH A 25.00-FOOT RADIUS CURVE TO THE RIGHT; THENCE SOUTHERLY AND WESTERLY, ALONG SAID CURVE, THROUGH A CENTRAL ANGLE OF 73·20'48" A DISTANCE OF 32.00 FEET TO THE BEGINNING OF A 48.00-FOOT RADIUS REVERSE CURVE TO THE LEFT; THENCE SOUTHERLY, ALONG SAID CURVE, THROUGH A CENTRAL ANGLE OF 163·20'48" A DISTANCE OF 136.84 FEET TO A POINT OF TANGENCY; THENCE S88'34'08"E 11.08 FEET TO SAID WEST MARGIN; THENCE N1'25'52"E, ALONG SAID WEST MARGIN, 584.51 FEET TO THE POINT OF BEGINNING. CONTAINS 8,188±S.F. (0.1880± ACRES) CORE DESIGN, INC. BELLEVUE, WA 98007 Core Project No: 04139M 0/10/2016 Renton's Right-of-Way (Quitclaim) Deed Dl (DLH 06-1 0-20 \ 6).doc Page 3 FORM 04 000 Ilhh 15 FOUND TACK IN LEAD r IIllli WASHER 0.08' NORlli AND 0.03' EAST OF PROPERTY CORNER / FOUND NAIL IN 4" CONCRETE MON. 0.01' SOUlli Of SECTION UNE 0.03' EAST OF CEDAR AVE. S. CENTERUNE DOIltl 0.7' IN CASE ======::;=:L1:1, ~~~._. ~ S. 71It SlR£ET NS9'59'25"W ----(c:..~~o:::IJ /1, '\,,, 1386,99 20 I " FOUND NORlli QUARTER CORNER I I'-P.O.B. CITY Of RENTON 20.00 -+, I-CONTROL POINT NO. 415 1 1/2" BRASS DISK I 7.00 -II-I 1 IN 4" CONCRETE MONUMENT I 27.00 -i ~ DOIltl 0.7' IN CASE ~ 'b ~ , W 2 .... ~, II I~ ~, a I~~' 1--- 3Ii ~,"i ~, ~ z, l"" , Ii11 ,1<\ ,~ , , , , I RIGHT-Of-WAY I)' TO BE I \ DEDICATED TO K <J- lliE CITY OF ,-/ RENTON /1/ I 3 UNEI L1 L2 CURVE , C1 C2 UNE TABLE BEARING LENGlli NS9'59'25"W 7.00 S88'34'OS"E 11.0S CURVE TABLE RADIUS DELTA LENGlli 25.00 73'20'48" 32.00 48.00 163'20'48" 136.84 i3~S'188±S.F. \ I ~ND 5/8" REBAR IIllli I ~ -,. I YELLOW PLASTIC CAP 2...1 STAMPED "CRONES 29537" I L2 ~..I-~__ 0.24' NORlli Of ______ ..,.. __ -/1 SOUlliERLY R-Q-W UNE I FOUND 5/S" REBAR IIllli YELLOW PLASTIC CAP"" STAMPED "HARSTAD 13731" 0.7S' Vl[ST OF R-O-W UNE CITY OF RENTON LUA14-56IJ..SHPL·A SHORT PLAT R~W DEDICATION MAP EXHIBIT EXHIBIT B PAGE 10F1 ~RE 14711 NE291hP/CKllSuffe 101 '-' lotio""" WCIlIIIng10n 98007 ~. DESIGN 425.885J877 Fa.425.885J963 ENGINEEIING . PLANNING· SURVEYING JOB NO. 04139M SCALE: 1" = 100' t 5p 19 0 I I I 1-405 Renton Stage 2 Design Build I I I I I WSDOT Contract No: 7624 II Defoor Property Reinforced Soil Slope I I Geotechnical Design Calculations ,I I I I I I I I I July 2, 2009 I I I I I I I I I I I I I I I I I I I I I I 1-405 Renton Stage 2 Design Build WSDOT Contract No: 7624 Defoor Property Reinforced Soil Slope Geotechnical Design Calculations July 2, 2009 ProJect Title: 1-405 Renton Stage 2 Description: Defoor Property RSS Computations 387169 ProJect No.: ____ =-'-""- J5·RSS Design Calculations I I I I I I I I I I I I' I I I I I I I ,-------------------------------------------------------------- I I I I I I I I I I I I I I I I I I I I ~==========================~ Reinforced Soli Slope Design -Defoor Property FHWAMe!hod 1-405 Renton Stage 2 Design/Build Project Engineer. R.S.v.Player Step 1: Establish the geometric, loading, and performance requirements for design. Assumes horizontal backfill a. Geometric and loading requirements: H = Slope Height, in feet, measured from toe to crest 9 := 33.7·deg 9 = Slope Angle, degrees 1.5:1 (H:V) Slope Extemal Surcharge loads q := O· psf q = permanent surcharge load. psf /lq := 2S0psf .1q = temporary live load, pst Am := 0.44 Am = Design seismic acceleration b. Performance requirements: FS,licling:= I.S FSdynamic.loading:= 1.1 Per WSOOT GDM Section 7.0 FSglobal:= I.S FScompound.foilure := I.S FSI ... ral.squeeze := 1.5 FSiDtemaI.,lopc .• tability:= 1.5 Step 2: Determine engineering properties of the In situ soils. 1. Soil Parameters -Generalized subsurface based on test borings and test pjls laver 1 -Foundation Soil -Residual SoiVCol!yviym undedain by Renlon Formation CI := Opsf <1>1 := 36deg 11 := \3Opcf (Cohesion of Foundation Soil) (Friction Angle of Foundation Soil) (Un~ Weight of Foundation Soli) Under seismic loading add 200 psf apparent cohesion due to rapid loading. laver 2 -Retained Soil -New Fi!! Placed behind reinforced zone C2 := Opsf <1>2 := 34deg 12 := 130pcf Printed: 613012009 (Cohesion of Retained Soli) (Friction Angle of Retained Soli) (Un~ Weight of Retained Soil) 1019 File: 1405_RS2 _Defuor_RSS_Des~n_RevA_ I II ~:::::::::u~n:d~e:r:s:e:is:m~ic~l:oa:d;in:g:a:d~d;2;0;0;P:s~f:a:pp:a:r:en~t:CO:;he:s:lo:n:d~U:e~t:O:~:P~id~IO:a~di~n:g.::::::::::::::::::~ I K. := lan( 45deg -~ r Ka = 0.28 dOWT := 50ft (Depth to Groundwater Table -From Top of Foundation Soil) Step 3: Determine engineering properties of reinforced fill. C,.inforeed.soil := Opsf (Cohesion of Reinforced Soli) <Preinforced.soil := 36deg 1rcinfor<cd.soil := 1300cf (Friction Angle of Reinforced Soil -Common Borrow) (Unit Weight of Reinforced Soil) Under seismic loading add 200 psf apparent cohesion due to ~pid loading. Step 4: Evaluate design parameters for tha reinforcement. Ib Tallow:= 1250- ft FSpuilout := 1.5 L. := 3ft (Minimum anchorage length) <i>interfacc := atan( o.a.tan( <t>reinforced.soil)) ~nterfac8 = aten(F*), where F* =0.8 lan+relnforced.soul "'interface = 30 deg Step 5: Check unrelnforced stability. I I I I I I I I Perform stability analysis on final slope configu~tion without any reinforcing. Use computer prog~m SLIDe I to do this. From SLIDE output, determine the critical zone to be reinforced, where the Unrelnforced FS <= Required Ff I Required FS = 1.5. , Critical zone defined by rotational and sliding surface that meet the required safety fector (FHWA,2001). SLIDE results atiached. Printed: 6/3012009 20f9 I I I I I I I I I I I I I I I I I I I I I I I I Step 6: .Deslgn reinforcement to provide stable slope using computer software (SLIDE). Using chart solution for dete""ining reinforcement strength requirements and number of layers to establish preliminary reinforcing layout. ... II • t •• , U1 o.fII. ..., ............. , .. ....... ...... ~ ... aaa4sa •• 1 CHART PlWCEDURE: ... u .. N ... • tat t lA' ..-_ ... ,_ . ata ..-..... 1) DetenaiDe Ibroe coeflicieal K liom fipe above. wilen! " ~ &ictiaa....p af.eiutiauocl liD: tan-I ( taD qI, ) FSs 2) Doolamiue. LIMlTING ASSUMPTIONS I E~eRiab ___ I Slopos c"astu .. :1ed wiIh 1IIIifbmJ, mhnjonJ_ ooiI. C -0). I No pen ........... wilbin slope. I C ..... -.1eveI fomcle!i.., soiII. I No oeismia: farces. I UDiIbnD surc:hup II1II .. _ thaa 0.2 T. B. I Relsliwly bigh .oiJIreiMOii'_ in1Bfilce &ictioa 1Ilp, ... -0.9 " (II1II)' II1II be oppmpriaIIo for ICODe geatatiJes). Printed: 613012009 3019 File: 1405_RS2 _Defoor_RSS_Design_RevA_ I II ~===F=igur==e67=. ==Chart==S=olu=ti=on=r,=or=detef==rm=;=n;=ng=the=m=·=nfi=,=rc=emen==ts=1reDgth==~=eqtUI=' =el=lIe=n=ts=(=afl=leI~ I Schmer1mmm. et. at. 1987). NDlE:Qume1hoT ..... c ........ tiw FS, := 1.5 <jJn:infon:cd.soil = 36.0· deg lJ.q , H . '-H+--eqmv .-1 25""r <I>r := .tan (tan { <jJn:infO!<ed.SOil)) FS, <jJf = 25.84·deg From Chart a. above, K = K:= 0.05 2 Ts_MAX:= O.S·K·"Yrcinforced.soirHequiv [ 19269'25] 21853.00 Ib T S_MAX -24599.25 Ii 27508.00 Minimum Required number of Reinforcing Layers = Ts MAX ,H,:= Tallow [ 75'00] 80.00 H = ft 85.00 90.00 [ 15'42] 17.48 N= 19.68 22.01 So, rounding UP,NoESIGN • Maximum vertical spacinR Sv -[:::]ft 3.91 From Chart b. above, determine La and LT La := 0.8· Hequiv LT := 0.4·Hequiv [ 77.0] 82.0 Hequiv = ft 87.0 92.0 I I I I I I I I I I I I I [::::] [~~::~] I La = ft LT = ft 69.60 34.80 n. _ I ~p~ri=nte~d:~~;'3~o;'a~00~9~========================4=O~f9~========================~FI~le=:1~4~05~_;'R~S~2 _Defoor_RSS_Design_RevA_ I I I I I I I II I I I I I I I I I I I I I I I I Using above, chart derived values as starting point. run computer program SLIDE with reinforcing elements to design reinforcing. Usethe following general criteria for Reinforced Soil Slopes: The RSS with slopes steeper than 1.2:1 (H:V) shall have a wrapped face (GDM, 2008). Minimum length of reinforcing is 6 feet (GDM, 2008). Primary reinforcing shall be vertically spaced at 3 feet or less (GDM, 2008). Backfill within the reinforced zone of the RSS shall meet that specified for RSS in FHW A: Sieve Size 3-inch No.4 No. 40 No. 200 Percent Passing 100 100 -20 0-60 0-50 Use the following properties for geogrld reinforcing in SLIDE: Support type: Geotextile (used for geotextiles, geogrids, and strips) Strip properties: Strip coverage: 100% Tensile Strength: 1250 Ibift (assume Tallow used above) Shear strength model: Linear Force application: Passive Foroe orientation: Tangent to slip surface (for continuous, extensible reinforcement) Anchorage: None (not anchored at slope faoe or embedded end) Pullout strength: Adhesion = 0 psf (assumes cohesionless backfill) F* = 0.8 tan ~In_.soll ' so geogridlsoil Friction angle = atan(F*) = 30 deg (Interface friction angle between soil and geogrid) Run SLIDE models, varying reinforcing length and spacing until failure surface with FS<minimum required fall eilher at face (to be taken care of by secondary reinforcing and faoe vegetation) or all all FS are greater than minimum. SLIDE RESULTS ATTACHED From SLIDE results, use the following lengths of embedment: Hortzontal primary geogrld installed at vertical spacing of 2 II: Sta -9+75 to 10+75, L = 25 ft Sta to 10+75 to 11+75 , L = 45 ft Sta 11+75 to 12+50, L = 50ft Sta 12+50 to 13+00, L= 45 ft Sta 13+00 to -16+00, L=40 ft 'MIere: L is minimum length of embedment of primary geogrid Printed: 613012009 50f9 File: 1405_RS2 _Defoor_RSS_Design_RevA_ \ I II ~~~~~~~~~~~~~I I Step 7: Check external stability. I Check Sliding resistance -Using SLIDE to detennlne sliding resistance -model base of RSS on a soil with I + = 'Interface FS'lidina = 1.50 Check Deep Seated Global Stability: See SLIDE output. Reinforcing designed for FS>=1.5 outside of reinforced zone. Check Lateral Squeeze (Local Bearing Faulure at the Toa): Reinforced soil slope founded on competent bearing material -residual soil over Renton Fonnatlon. Local bearing failure not applicable. Check Settlement: Soil below Reinforced Soil Slope is granular and bedrock. so settlement assumed elastic and rapid. No structures to be constructed on top of reinforced fill for more than a year after completion. The top will then b regraded prior to use. Settlement not controlling case, therefore not checked. Check Seismic Stability: SLIDE used to check seismic stability. Allow 200 psf apparent cohession in new fill and residual solVcolluvlum due to rapid dynamic loading. Assume Ah = PGAI2. Ah = 0.22. FS are >= 1.1. SLIDE output attached. Step 8: Check face stability: Per FHWA, to maintain face stability and provide for compaction quality, use Intannedlata (secondary) reinforcing In between layers of primary reinforcing. FHWA recommends 400 mm (15.7 inches) or less vertical spacing between layers. If other (greater) spacings are desired, then a face stability analysis should be run. For this location, 12-inch (-300 mm) spacing between layers is recommended by WSDOT GDM, so no additional face stability analysiS Is required. Printad: 6/3012009 60f9 File: 1405_RS2 _Defoor_RSS_Design_RevA_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Step 9: Final Design Recommendations: Final design recommendations for 1.5:1 (H:V) reinforced slope. Primary Geogrid: Long-term allowable strength (Tallow) = 1250 Iblft Vertical Spacing = 2-ft Minimum Length of Embedment (Le) = Sta -9+75 to 10+75, L = 25 ft Sta to 10+75 to 11+75 , L = 45 ft Sta 11+75 to 12+50, L = 50 ft Sta 12+50 to 13+00, L= 45 ft Sta 13+00 to -16+00, L=40 ft Secondary Geogrid: Ultimate strength (TuH) = 115 Iblin Vertical Spacing = 1-ft Minimum Length of Embedment (Le) = 6-ft Printed: 6130/2009 70f9 File: 1405_RS2 _Defoor_RSS_Deslgn_RevA_ I \1 ~==~=o=n=sm==nm==&======================================================~ I .!\Ia:= IOOOPa li,:= newton .m:= IOOON Ib m:,.:=2" II .!Ia:= lOOOpsf Ib ,w..:=3" ft kips := IOOOlb kN 19 3 = 120.9S·pcf m atand(x) := atan(x) tand(x):= tan(x·deg cosd(x) := cos(x·deg) cotd(x) := cot(x·deg) Refara°C!'i FHWA (2001) "Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines," FHWA-NHI-00-043, March 2001. WSOOT (2008). Geotechnical Design Manual November 2008. Printed: 613012009 8019 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I SLO~E STABILITY ANALYSIS Printed: 613012009 9019 File: 1405_RS2 _Defoo'_RSS_Deslgn_RevA_ Project TItle: 1-405 Renton Stage 2 Description: Defoor Property RSS Computations 387169 Project No.: ____ ==_:::.. Soli Properties, Soil Profile, & Boring Logs I I I I I I I I I I I I I I I I I I I - ----~ ------------------- 23, 230 225 220 21 21 20 200 195 190 185 180 17, ~ 7'" 17' 185 160 155 150 145 140 135 130 12, 12, 11 11 , § .... ~ -, , ~ ". .. '> , c- ..... -, I ,. ~s''''~) "'~~_(.(1ft4:.~ /- ~ • .~ 210 205 200 195 190 185 180 175 170 185 160 155 150 145 140 135 130 125 120 115 1fO 400390380370380350340330320310300290280270260250240230220210200190180170160150140130120110100 90 80 70 60 50 40 30 20 10 0 10 20 11 +00 Tj'\CP-\ '3~\'.s\lr f",,,,-~c~ 50'.1 0.,1 ~ I)~scfle~ c9 Ne.w I="rI \ @ ~-es\~~C<.' 50\ 1 ( (01 l\Jv;\JWI / FflI ® ~ .... \n", ~r""'-Gl+r~ @ /l1J"'10(».\ IN ClSt ~ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 TECHNICAL MEMORANDUM 1-405 Renton Stage 2 Defoor Property Reinforced Soil Slope, Soil Properties PREPARED FOR: PREPARED BY: DATE: FILE Roch Player June 29, 2009 The following soil properties were used in the slope stability analysis for the RSS soil slopes. New FiIl-placed fill used to construct the embankment Primarily silty sand derived from Renton Formation. • Unit weight = 130 pef • Internal angIe of friction = 36 degrees • Cohesion (static case) = 0 psf • Internal angle of friction (seismic case) = 34 degrees • Apparent cohesion (seiSmic case) = 200 psf Residual soiVcolluviumlfiIl-in-place soil consisting primarily of medium dense silty sand. The existing fill and colluvium are generally derived from the Renton Formation and are nearly impossible to distinguish from the residual soil, so they are treated as one unit in the analysis. • Unit weight = 130 pcf • Internal angle of friction = 36 degrees • Cohesion (static case) = 0 psf • Apparent cohesion (seismic case) = 200 psf Renton Formation -native bedrock consisting of primarily weakly cemented sandstone with occasional siltstone layers .. Soil strength determined using the Hoek-Brown Criteria (see attached). • Unit weight = 140 pcf • Uniaxial compressive strength = 300 psi (43.2 ksf) • Geologic strength index (GSI) = 40 • Intact rock constant (mi) for sandstone = 17 • Disturbance factor (D) for good quality excavation = 0.0 • Mohr-Coulomb fit, internal angle of friction = 32 degrees • Mohr-Coulomb fit, cohesion (seismic and static cases) = 2100 psf Municipal Waste -material disposed in the Renton Civic dump location. These soils are loose to medium dense and contain a wide variety of materials including silt, sand, slag, E'IMS'-.IlEFOORPROPER1YRSUOlLPROPERlYTABl£..RE\IAjl62909.DOC COPYRIGHl 2009 6Y CH2M Hll!. INC .• COMPANY CONADENllAL I I I I I I I I I I I I I I I I I I I ,--~~~~~~~--~---- I I I 1 2 3 I 4 5 6 I 7 8 9 I I 10 11 12 I 13 14 15 I 16 17 18 I 19 I I I I I I I I I I ashes,glass, metal, debris, and other materials associated with municipal waste disposal. Mine tailings may also be incorporated in this material, either as cover soils, or as a result of previous mining activities that occurred in the same area. Strength characteristics of the municipal waste were derived from two sources: • RCRA Subtitle D (258) Seismic Design Guidance for Municipal Solid Waste Landfill Facilities by Gregory N. Richardson, Edward Kavazanjian, Jr., and Neven Matasovi, EPA/600/R-95/051, April 1995. • "Shear strength of Municipal Solid Waste", by Bray, J. D., Zekkos, D., Kavazanjian, E., Jr., Athanasopoulos, G. A., Riemer, M. F. (2009), Journal of Geotechnical and Geoenvironmental Engineering, ASCE, June 2009, Vol. 135, No.6, pp. 709-722. Based on the above, a Mohr-Coulomb strength criteria used in the design is as follows: • Unit weight = 115 pef • Internal angle of friction = 28 degrees • Cohesion (static case) = 300 psf • Apparent cohesion (seismic case) = 300 psf Stability of the cut slopes through the Renton Civic dump is addressed in a separate analysis. EVMS2J)EFOORPROPERlYRSS_S()IlPR()PERIYTAS~"-II62909.DOC COPYRtGHT 2009 BY CH2M HlL.L, INC.' COMPANY CONAOENT\Al 2 Q,NFELDER '- PROJECT: PROJECT NO.: PROJECT tOCAnON: SAIIPLED BY: SAMPLE PREP.: LAB SAIIPLE NO.: _---== SAIIPLE NO.: :§~~ SAMPLE DE8CRlP.: OATI!IIAMPLED: :=j~~== DATI! REPORTED: REPORTI!D ElY! OIRECT SHEAR lEST OF REIIOLOEO SOILS UNDER COIISOUlIATEO DRAINEO CONDmONS (AIIlII D30101 InlUaI_ of epeoImon (In.I: 1.43 InlUoldlamolor of."...., ... (1n.1: 2.50 RaIl! of do_ (lnhnlnl: 0.02 Dry..,... of epeoImon lDI: 189.4 InaIIu Dry DenoIIy (I> per cu.ft): 102.8 Craallld by DlgIS"-lInIon 3.1.3: ~ 2004. GEOTAC Slape at lin •• m _mInary Frtcaan Anglo (dogroal Aj>ponnt Frtcaan Anglo ( __ , .. --u .. .. :/ I •• . J .. "" I" / .. 00 'o.l, 38 38.0 j' ... . .. .,. ... ~....,... " 6 5 !4 I .,. In 3, 0 at C i 2 /' .c In / 1 / .... 0 0 1 2 3 4 v.rtbj.-'. .. -.. .... ,.·r a ... I ...oi " if" :-~ 'l~1I:7" ,7l ~ ........ ...... , I o.oto ~ -...... J ..... '" ...... .,;. --... ~ " ..... .... uo .... ... ...J~, .... 0,,. ... •• .... . .. --- I I I I ...,A I I I I 5 6 7 8 9 10 NonnaIStreu(kaf) KLElNFELDER INC . .. 11 I I I I I I I I I I I I I I I I I I I I I I ( I I I I I I I i . '. I I I I I I I I l .. i I 80 80 EM 1110-2-1913 30 Apr 2000 ; , -'./ I COMPACTION TEST REPORT 1 114.0 I \\ I \ 1\ 111.5 .;' r-... I 1/ ~ \ 1/ I\. r\ I L i\.. , ~ 1\ 109.0 11 'R L \. ZAVfor I ~ ./ i""'- /O V I", Sp.G.= ~ r IL' I", 2.65 I i!' 0 1/ "\ 106.5 / "' I / / / I 104.0 • I 101.5 I 8 10 12 14 16 18 20 Water conten~ % I Test specification: ASTM D 698-000 Method C Standard Oversize correction applied to each point Elevi Classification Nat. Sp.G. LL PI %> %<J Depth USCS AASHTO Moist. 314 In. No.200 I'to 2' 8M A-2-4(0) 10.7 7.0 28.5 ~ ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density = 111.4 pef 108.7 pef Silty sand I Moisture Content: I 0.7% Optimum moisture = 14.0 % 15.0% Laboratory No.: 8905 Project No. 103039 Client: Remartcs: I Project: Renton Stage n Sampled By: Client Renton, WA Tested By: D. Hicks • location: TP-l-09 Reviewed By: 1. Revard, CET :Yl II COMPACTION TEST REPORT KLEIN FELDER, INC. I I I I I I I I I I I I I I I I I I I I COMPACTION TEST REPORT 11.4 \ , \ \ 112 \ \ \ \ ~ " 1\ 110 V '\ \ 8. V I'\. 1\ ~ I' 1\ , co 01 \ c Q) "C \ i!' 0 \. \ 108 '\ \ \ ~ \ , ZAVfor . 106 Sp.G.= 2.65 104 9 11 13 15 17 19 21 Water content, % Test speciflcatlon: ASTM 0 698-00. Method C Standard Elevl Classification Nat. Sp.G. LL PI %> %< Depth USCS AASHTO Moist. 3/4 In. No.200 14' to 14.5' SM A-2-4(0) 12.1 0.0 21 TEST RESULTS MATERIAL DESCRIPTION Maximum dry density = 111.0 pef Silty sand Moisture Content: 12.1 % Optimum moisture "" 14.2 % Laboratory No.: 8903 Project No. 103039 Client: Corridor Design Builders (COB) I CH2MHILL Remarks: Project: Renton Stage n Sampled By: Client Renton, WA Tested By: D. Hicks • location: TP-I-09 . Reviewed By: J. Revard, CET :1JL COMPACTION TEST REPORT KLEINFELDER, INC. I COMPACTION TEST REPORT 1 116 " I " ~ I "-.... r-... "-111 1/ ~ ~ .... I· I , ~ " 1/ II , \. "- I \' ..... I 1/ 11/ \ " 106 "-'R I I ~ 1/ !/ , 1\ ..... r-.. en 1\' I"-, c: .. ., " , \ " I a ~ ....... 101 .~ ZAVfor SP.G·l 2.65 I' ~ , ..... ~ ~ I 96 t"-.. ... I . 91 I 12 14 16 18 20 22 24 Water content, % I Test specification: ASTM 0 698-00. Method C Standard Oversize correction ap!llied to each point Elev/ Classlflcatlon Nat. Sp.O. PI %> %<J Depth USCS MSHTO MoIst Ll 3/4 In. No.200 4'toS' SM A·24(0) 15.1 2.0 28 4 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density = 111.5 per 110.7 per Silty sand I Moisture Conlent: 15.1% Optimum moisture = 16.8 % 17.1 % Laboratory No.: 8902 Project No. 103039 Client: COITidor Design Build ... (COB) I CH2MHILL Remarks: I ProJect: Renton Stage II Sampled By: Client Renton. WA Tested By: O. Hick.s • Location: TP-2-09 reviewed BY: J. Revard, CBT ~ I COMPACTION TEST REPORT KLEIN FELDER, INC. 1 I I I I I I I I I I I I I I I I I I I COMPACTION TEST REPORT 111 \ \ 109 \ \ 1/ ........ r\ V '\ \ I' I\, ~ 107 / ~ \ 'B. ~ V 1\ U) V 1\ c: CD \ " './ ~ c \ 105 \. \ ZAVfor Sp.G.= 2.65 103 101 10 12 14 16 18 20 22 Water content, % Test specification: ASTM 0 698-00. Method C Standard Elevl Classification Nat. %> %< Depth USCS AASHTO Molat • Sp.G. LL PI 3/4 In. No.200 . 10.5' to \I' SM A-2-4(0) 12.9 0.0 25 TEST RESULTS MATERIAL DESCRIPTION Maximum dry density = 108.1 pcf Silty sand Moisture Content: 12.9% Optimum moisture = 16.1 % Laboratory No.: 8904 ProJec1 No. 103039 Client: Corridor Design Builders (COB) I CH2MHILL Remarks: ProJec1: Renton Stag_II Sainpled By: Client Renton, WA Tested By: D. Hicks • Location: TP-2-09 Reviewed By: J. Revord, CST :I1L COMPACTION TEST REPORT KLEIN FELDER. INC. Particle Size Distribution Report ,; .. Ji • .. • " • 8 $ a N ~ ~ s ; • I I I • • 100 r-~r i I: : ,~I: 90 : , Ii .... ~ 80 " H 70 : ;1 : Ii 0:: , , W 80 11\ z !I i:L , Ii I-z 50 ' , w , I, , 1\ <.) , Ii 0:: , W 40 : Ii N Do : Ii , , 30 : ' d , 20 ill i I, : I, ,I 10 i I, 0 500 100 10 1 u.1 0.0 0.00 GRAIN SIZE -mm ""COBBLES "'GRAVEL '" SAND '" FINES CRS. ~ FINE CRS. I MEDIUM I FINE SILT I CLAY , 0.0 7.0 I 7.0 6.0 I 16.0 I 35.5 28.5 SIEVE PERCENT SPEC." PASS? Sgll !2e!cJ:!l!lloD SIZE' FINER PERCENT (X-NO) Silty sand 2.5 in. 100.0 Moisture Content:10.7% 2in. 99.0 Laborutory No.: 8905 J.S in. 98.0 1 in. 95.0 A~rbarg Limits 314 in. 93.0 PL= PI= 112 in. 91.0 L= 318 in. 90.0 !<oefII!!leD!! 114 86.0 #10 80.0 085= 4.08 060=0.372 050= 0.270 #16 76.0 030= 0.0844 015= 010= 1140 64.0 Cu= Cc= #50 S3.0 #100 38.0 !<Il!IIIfIIODII!! 0 #200 28.S USCS= SM AASHTO= A-2-4(0) Bllml![u Sampled By: Client Tested By: D. Hicks Reviewed By: 1. Revard, CET J7L (no specificalion provided) Sample No.: GB-! Source of Sample: Test Pit: TP-!-09 Date: 6122109 Location: TP-!-09 Elev JDepth: I' to 2' Client: Corridor Desilin Builders (CDB) I CH2MlULL KLEINFELDER~ INC. Project: Renton Stage II Renton, WA ProJect No: 103039 I I I I I I I I I I I I', I I I I I I I I I I I I I I I I I I I I I I I I I I Particle Size Distribution Report ,. s ,s ~ ~ ~ 8 ~ § • N ~ S S ~ a a I I " " 100 ,. , Ii ..... , 90 80 70 : a:: w 60 : : Z : u: : I-: Z 50 i Ii w 0 ~ a:: w 40 ~ D.. : 11 30 N : 20 i I: 10 i I: 0, .. : 500 100 10 1 O. 0.0 0.001 GRAIN SIZE -mm % COBBLES % GRAVEL % SAND % FINES 'CRS. I FINE CRS. I MEDIUM I FINE SILT I CLAY 0 0 I 0 0 I 23 I S6 '21 SIEVE PERCENT SPEC." PASS? liloll Q!I!!iDIllIOD SIZE FINER PERCENT (X-NO) Silty sand #4 100 Moisture Content: 12.1 % #10 100 Laboratory No.: 8903, #16 99 #40 77 Atterbe!ll L1m!l!! #SO 49 PL= lL= PI= #100 29 #200 21 C!1!1Dcle!l1! 085= 0.549 060= 0.348 050= 0.305 030= 0.163 015= 010= , cu= Cc= USCS= SM !<11!!lID!iIll!1~ AAS TO: A-2-4(0) BllDllt:151 Sampled By: Client Tested By: D. Hicks ReviewCd By: J. Revard, CET ::7'L- (no specification provided) Sample No.: GB-4 Source of Sample: Test Pit: TP-I-09 Date: 6122109 ' Location: TP-1-09 Eley JOepth: 14' to 14.5' CHant: Corridor Design Builders (COB) I CH2MHlLL KLEINFELDER, INC. Project: Renton Stage II Renton, WA' Protect No: 103039 Particle Size Distribution Report • • . .& • • • ~ • • a I 8 W D " ~ S ~ , , i! , , 100 . : : " -......,. : 90 : 80 Iii : J\ 70 Ii II:: \ w 60 Ii : :' : Z u: II' ~ : Z 50 1\ w i <.> Iii II:: w 40 .\ ": D. i Ii 30 . Ii Ii 20 IJ 10 : i 0 jl 500 . 100 10 1 0.1 0.01 0.001 GRAIN SIZE -mm % COBBLES "GRAVEL % SAND "FINES CRS. I FINE CRs·1 MEDIUM I FINE SILT I CLAY 0 2 I 2 3 I 17 I 48 28 SIEVE PERCENT SPEC.' PASS? ~211I:!U!ll:!mloD SIZE FINER PERCENT (XooNO) Silty sand 2 in. 100 Moisture Content: 15.1 % 1.5 in. 99 Laboratory No.: 8902 I in. 99 3/4 in. 98 Allerbelll Lim!!! 112 in. 98 PL= LL= PI= 3/8 in. 97 #4 96 #10 93 085= 0.720 . g!~~ 0:229 050= 0.177 #16 91 #40 76 030= 0.0837 010= . #50 69 Cij= #100 44 #200 28 !<IIIIIIIIBlII!D USCS= SM MSHTO= A-2-4(0) BlmBm!l Sampled By: Client Tested By: D. Hicks Reviewed By: I. Revard, CET ."'il? (no specification provided) Sample No.: GB-I Source of Sample: Test Pit: TP·2-09 Date: 6/22/09 location: TP-Z..Q9 Elev JDepth: 4'105' Client: Corridor Design Build .... (COB) I CH2MHILL KLEIN FELDER, INC. ProJec:t: Renton Stag. II Renton, WA Projec:t No: 103039 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I •• I Particle Size Distribution Report .. .. ., " " 8 ~ ~ ~ ~ ~ " a II I I ~ • 100 """'0. , II' ~ I: 90 , , 80 : : , 70 II:: , W 60 Z il: !z 50 W , 1\ u II:: W 40 , !\ a. 30 ( 2Q 10 0 : 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE -mm '10 COBBLES '10 GRAVEL '10 SAND '10 FINES CRS. I FINE CRS. I MEDIUM I FINE SILT I CLAY 0 0 I 0 0 I 14 I 61 25 SIEVE PERCENT SPEC.' PASS? Ji!!11 DmdRtloD SIZE FINER PERCENT (X=NOI Silty sand #4 100 Moisture Content: 12.9% 11\0 100 Laboiatory No.: 8904 1116 98 #40 86 Atlerl!!I[II blmll! #50. 74 PL" LL= PI= 11100 42 #200 25 ~o!fflgllnt! 085= 0.410 060= 0.223 050" 0.181 030= 0.0979 015= 010= Cu= Cc = USCS= SM A-2-4(0) R!!maDlI Sampled By: Client Tested By: O. Hicks Reviewed By: J. Revard, CST ~ (no specification provided) Sample No.: GB-4 Source of Sample: Test Pit: TP-2-09 Date: 6n.2f09 Location: TP-2-09 E1ev JDepth: 10.S'to 11' Client: Corridor Design Build"", (COB) I CH2MHILL KLEIN FELDER, INC. Project: Renton Stage II Renton, WA Project No: 103039 - - 42t··' .. , . .; .. .; ... :-.. :-..... , .. , .. , 39 ..... ~ .. ~.: . .. //' ~I::::::::::tt:::::: :: ::II E :::::t::U]J+ :: .;.. 35t·· .. : .. 34 .. ..: .. 33 .. 15£·· 14 .. .. ~, .. : .. : ... : .. ': .. ; .. : .. : .. : .. . .... : .. :. .. : .. .: .. : .. : .. : .. : .. ... ~ .. ~ .. : ... : ... : .. .: .. ~ .. : .. ; .. .,{ . . .... ,.. J ••• I: • r ••••••••••••• _ •••••••••••••••• 6t/"'··;;·;· ., ... : .. i·. , .. , .. : .. ; .. 5 . ; . .; .. .; .. .: .. .: ... ;. .. ;. . , .. ; .. ; .. :ff .. ' .. '.'; .. '; .. '; ... :' .. :'. , .. , .. , .. . . ! .. : ... ~ .. : .. -: .. ';. .. : .. ! .. ! .. ! .. 2 .. : . ':" . ':" . ':-. ':' . ~ .. ' .......... . .. :. ':. ':"' ':" .:'.:'.:'.: .. :. o 1 2 3 4 5 6 7 8 9 1011 MInor principal stress (ksl) - - -- -- AnaIysJa 01 Rock Strength using RocLab 151 .. ; .. 14 ..•.. 13 .. Hoek-8rown CIaasHk:atIon Intact uniaxial compo strength (slga) • 43 ksl GSI -40 mi _ 17 Disturbance factor (D) _ 0 intac! modulus (Ei) • 29000 ksI HoeIc-8rown CIfterIon mb_l.994 s-0.0013 0-0.511 UohM:ouIomb fit col1eslon -2.167 ksI friction angle _ 32.06 dog Rock __ tensile strength _ -{).027 kst uniaxial compressive strength _ 1.422 ksI global strength • 7.82B kst deformation modulus _ 4629.91 ksl .. ~ .. ~ .. : ... : .. .; .. .; .. ; .. ; .. ; ..... .~ . ~:-": .. . . ~ .. : ... : .. .; .. .; .. ; .. ; .. ; ..... ~ .. f :1 JUlIg];;'" i: .. +:~:.:::::4~::~::~.::.: .. : ... : .. - 4lffi·;··;· : .... : ... :.. ..,.. . .: ... : .. 3 .. : .: .. ; .... : ... :.. ..,.. ..:-.. : .. 2 .. : ., . .; ..... : ... :.. ..,.. ..: ... : .. 1 /./. ':. ,;. ... -: ... :.. ..!.. . -: .. -: .. , ... 'I I I I I I I , I OJ , , o 1 23 45 67891011121314151617181920 Normal stress (ksij -- - -- - J - -- - I , i I ------------------- TABLE 6.2: COMPILATION OF THE AVAILABLE SHEAR STRENGTH DATA ON MSW SOURCE: GEOSYNTEC (1993) REFERENCE TYPE OF DATA RESULTS COMMENTS Oweis (1985) Laboralory tests on baled waste • CI 15° to 25· No dara on waste types. density. or tesl metbod5 c = 1400 psf (67 kPa) is provided. ResulIS correspond 10 a limiting strain of IS 10 20%. Oweis (1985) F&eld load .... al landf~l In southern ,p a 10' and c = 1000 psf (48 kPa) Values represeDllower-bound streJl8lhs as the California 10 slope did not faU. Results are for relatively low • = 26· and c .. 0 ncrmal stresses. Assumed unit weight of MSW is 45 pcf (I kN/tn'). Oweis (1985) and Back calculation based on faUure of a 4> = 10' and c = 500 psf (24 kPa) Values upreliable due 10 uncertainty in tbe back Dvimoff and Munion (1986) landfill foundation on manh clays and 10 analysis and strain Incompatibility between wasle sillS • =3Q6 andc=O and foundation . Pagodo and Rlmoldi Bad< calculation from the rauils of 4> = 2l' and c = 600 pst (29 kPa) No daIB on waste types, test procedures, or (1987) plate bearing _ test resuIIs are provided. Eanh Technology Small«ale triaxial tests on wastes 4> = 24' and c = 2.600 psf (124 kPa) Strength with cobosive component associated witb (1988) from LACSD Puell2 Hilis landfill to cover soil dominant waste; cohesionless strength ~ = 3'· for reti1se dominated waste. Landva and Clark . Laboratory direct shear _ on 4> g 24' and c = 450 psf (22 kPa) Normal stresses up to about 10,000 pst (1990) municipal soUd waste 10 (480 kPa). Sbear box stu """ approximately 9 = 39' and c = 400 psf (19 kPa) 11 In. (1:15 mm) by 17 in. (425 mm). Lower value corresponds to shredded waste, not used. Singh and Murphy LaboralOry tests performed by others ,p = 0 and c = 700 psf (34 kPa) Strength values bracket a raoge of results (1990) 10 compiled from work of various researchers and • := 42 6 and c = 0 consulting organizations. Seigel el al. Small-scale direct shear tests on wastes. ,p = 39' 10 9 = 53' Confining pressures from 2.000 tD 12.000 psf (1990) from on (100 to 570 kPa). Lower value of 4> is based upon conservative interpretation. R1cbardson and Reynolds Large direcl shear tests performed • .. IS· to 43°and Normal stressea from 200 to 800 pst (10 to (1991) In situ c = 200 psf (10 kPa) 40 kPa). UnIt welgbt of _ and cover soD estimated to be 96 pc:f (15 kNlm'). i~~[~~f~~~~~I~ ...... ~Z~!!l ~=1ta::~' ~ :0 8 Sl ~ Q.!t~ [ i §. C) ~ ~ ...... .t". ~ ]: ~ Z r:r ~''':3 g> • :0<:1 • '< §i ;;:_ . .,.. ., .e.~n~. ~ ~ ~ ...... < g' n '" ~ I:O! to .--' .!"'" Q. -, LANDFn..L (Location) Lopez Canyon. (California) Operating Indusuies, Inc. (California) Town of Babylon (New York) Private Facility TABLE 6.3: LOWER BOUND FRICTION ANGLES BACKFIGURED FROM OBSERVATIONS OF STEEP LANDFILL SLOPES SOURCE: GEOsYNTEC (1993) AVERAGE SLOPE MAXIMUM SLOPE WASTE STRENGTH (<p, c = 100 pst) Height, Angle, HeIght, Angle, ft (m) B:V It (m) B:V FS = 1.0 FS = 1.1 400 2.5:1 120 1.7:1 25" 27" (120) (35) 250 2:1 75 1.6:1 28" 30" (75) (20) 90 1.9:1 45 1.25:1 30" 34" (30) (10) 130 2:1 35 1.2:1 30" 34" FS = 1.2 29" 34" I 38" 37" I (Ohio) ---- (40) - (10) L _______ ---______ J ~----------------------------------- NOles: (1) FS = AssUIDed factor of safety for back·analysis 10 estimate <p. Back.anaJyses were perfo11ll.Od assuming c = 100 psf (5 kPa). (2) Data for Lopez Canyon, Town of Babylon, and Private Facility Landfills obtained from OeoSyntec CoIIsullanlS project files. Data for Operating Indusuies, Inc. Landfill obtained from Siegel et aI. (lm). ' ------------------- ,---------------------------------- I I I I I I I I I I I I I I I I I I I 250.------------------------------~ -. cd 200 ~ '-' ~ 150 ~ ~ 00 100 ~ I";a:;l ~ 50 00 + Richardson &. Reynolds (1991) o Lopez Canyon ¢ Operating Industries (011) A Town of Babylon !l g Private Facillty in Ohio ... Pagotto &. RiIIioldi (1987) I!I Landva &. Clark (1990) 33° 04.~~~~~~~~~~~~~~~~M o 50 100 150 200 250 300 350 NORMAL STRESS (kPa) • RCRA Subtitle D (258) Seismic Design Guidance for Municipal Solid Waste Landfill Facilities by Gregory N. Richardson, Edward Kavazanjian, Jr., and Neven Matasovi, EPA/600/R-95/051, April 1995. Figure 6.3 Bi-Linear Shear Strength Envelope for MSW (Kavazanjian et aI., 1994). 'i ) simple "-" !¢SIS (n:aantJess of the method of in~IatiOll) are si8Jlifican1ly higher than 20'. If the field K, COlISOIidatlon condi. tiou is taken inlO account, the strain .... pendent mobiHUd .hear strength In MSW in TXC leslS becomes more consistenl with b ......... ,.culaltd field and DS laborarary friclion anaJes. The mo. biliud _ph ofMSW TXC 81 a limiling strain or 5-" beyond an in siIu silas IIale of K,=0.3 provide •• secant friction angle on die order of 38-42' for cou1Ininll 5lresseI up 10 200 kPa. ~ value. 8I"CI consistenl witb val.os Inl4rpreted from SS lOllS. which ft alao K. COIISOIidated. for tho inI1ia1 OS tat series, ia which sbeaJina was in the same dinIctiGn as !be prtreuell orIentaIion of !be ftbroui materials witbin the _e, .• nonlinear shear -sib envelope can be de- fined that II independent of the amounl 'of flbtou! malerial In the MSW.Aa abo"", in Fi,. 'I(b).!be secant friction anale ~uces widi illctasin, i:OhIIniDa. area. similar 10 wbal Is observed for many soils (Dunoan and Wrigbt 200!1). The os -sib of the 'J'ri..Citin laadIiiJ waste -.rials Iiom this inilial lOSt series ""'y be defined by (I) wbere t"sbeltSlren(llh of 'J'ri..Ci1iei MSW In ditea shear: an .. taW III;Ir1IIIO\ -s:cacobeiloD iat.ln:epI; and .... nonnal sIrOIS ,lope ........ frictI .......... (Ii1JeD by . (2) wbere +.=ftiedOll'ingIe me u.clll a aonnaI _ of I aim: &+ .. ~~'!be I'rictiou anate .-r I log,.cyele clwt(le of nor- mal _s: andp.=atmosplleri • .......-(I.e .• 101.3'kPa). Sening CQ 15 kPa. !be bCst fit """"lope Iiom die lnitiallCrics of DS teats ~ +.=41' IIld & ... 12". These ....... ore consistenl willi !be .... 111 of tho TXC _ iDII:rprcIed 011 !be baIs of • limiting .... of S. beyond an in silu atraa SIIte of K. .. 03. TX DDloadI..,. falS Ind"o:are substantial onc:onflned compres- sive strength for cooaolldaied' MSW •. These tests SUIlS .. 1 thai _1II8IIOdaI thai bas ...." ondec Rlallvely hlah confining stress bas idatiWlly hiP II1mI&Ih io·m . nlitwl ,*","bs especiIIIy if il bas ...." 0II1ooded .lpificaotly before shearitIa-The fibrous IUIItJR of laqer waste particles, pIIticIe HnertoctiJI&. and sIrOIS hiSlOl)' efl"eets DOlhe "1oII-1Uce" finer WIsIe I'racdon 1Ibl, con- tribute to the relalively hlab Itrelt8lh of WUII! tIw bas been un- loaded. These tat resa.l1S help expIllD field Qbservadoas of " .... i r"1I!d !lip ~ CDts in ec.solldlledMSW beloa stable far periods OfIllOtllhs lOyettn (KanzanJian lit al. 1995; EId lit aI. 200()). The Iaboratory-dcrived _nath, vil"1II Ibr MSW resulting from 1hI .... art .., ae-DYconsiatent Willi ItreIt8Ih val ... de- vdoped duoagb bodt-ualJsls of MSW sIopa (KnaaIIjian lit ... 199$1 Eid Of aI. 2000). This .ull8eill thai !be rats canducIed ror Ibis project were rio! contpIDIIIiaed by particle aiu restrictions. On lhllbasis, it appnrs dill the inclusion of 80-100 mm par- IIclea offtbtous lII81t:rial may be SUf'ftciOllt 10 capture the reinfon:- log eIfect of ftbtous was'" 011 the .maI .... than 20 mm matrix .-!aI in tbo w_ mass. However. addidooal latins usin(l evm I.., de>ices and particle sizes may be reqail.cl1O canllnn Ibis hypoIhesia. 0 ~ ond CIIrII, II_ 90 <> ~ond""""" ,OO, A H .......... ,_ ~ Vv • I!ciItidiioo' 0"1. ,11118 a ~,,'''''8Ot1 ~ . _ .... 'lI0II '" CIIcecID _II. 2DOI2 ~ Lv! _.,.00 __ 2003 lItIto '""" ~I> I> ,£>I> Ak~ +~. 0 1>0 5~0 !I 20 10 100 1000 10000 __ .kPO I'Ig. 12. RelaticinJhlp of tbe _ Yalue or frlclioa angIc wi,h con- ftning ..,.... for dI_ sbeu teslS on MSW I I I I I I I I ' I Similar 10 soi", tIteR is nouaique set of MoItr-CouIombatrelt8lh parameten for MSW,The iIIeIIr ItreIt8Ih of MsWdiJIeads DO composition, uniI weiSItt. -'nina ~ _ bistary. stress path, and loading _. amooa otboilltclOn. As 0\lIl would eXpect. there I, ,igniftcanlvarlabllityln!be avaiWilestrenaib dau in the I u-... 011 MSW. However; !be ...... I&.ofd)i. COIIIpRhensI •• testing program of MSW in os, TX.. and SS\le¥iees, -' viii .... waste ~Iioos; conftnlD(l ....... IoadiDl .... CIt. does provide. frlmewOrt.fOr ~ the •• oiW>lc data 10 develop I genentl guidance forestilllllina lite shear strength of MSW. SIJttIc ,.,., SfJeiigllt of II8W I The eapected stress path or sbc:uiaa mode is • c:rilicil fldOl" in •• &load..,. the shear strenJlb of MSW. In mosI cases, for &bear deformation tbrougb the W1IB\e mass in III unliaed landftll. DS I t.$IS provide a 1UIOIIIIbI., __ live approximaiIon of the sbeoring made. 'I'beIefoIe. !be lup .daIIl!asii IVIiIabIe Iiom OS tatiog ofMSW provides. -.ble bisia for cIe1IdopIna Mob .. Coulomb sl/al8lh pIII_s for MSW. A IOItII or un laIF scale I os tats (I. •.• os tests -' ~.30X30CJ\I ill size and as IIIIge as 122 x 122 em) were coIIeaed Iiom oishi otb .. studl .. and c0m- bined wilb !be l"'It-rcaIe OS iaIS <'(l\\fIucta! on Tri-cltles MSW. The waste·tnaIaiil included ill tIIiI'dIIiI sot is fnIm laiIdIIJIs in I CuacIa. Ma/ae, Arimna. Wlscoasin, Califomla; Italy •. CoInmbi· and BntZl1. Pili. 12 abo ... _ fticdon tmgIeo venus nonnaJ _ for tbl. C<llllprthellllve laIF scale DS data set. AIthoush some _ is observed (whic:b Is 10 be expeeIed. partlcalarly I wh"" varialiOllS in composilioa; uait weIgbt. ODd _ origin "'" coasiclered). these raUIIs cIeIIrty show tbIt!be OS -(lib eovr- lope fur MSW is nonIineIr and IIreSs dependen~ wi1b !be secant friction angle declttl$taa as CODftnlD(l atreu ioemses. m v are plOlled in Pig. 13. A rea_able mean eadntIre of the Slati &bear streo8fb of MSW for .... il p!diDtlIllJ)' st.ilillity evaiua . can be de'lelaped fnmt these data. Using tbo c .... &+ mati abi dacribed in (I) IIId (2), !be OS SIIIIic sheaf • 0 I I JOURNAl OF GEOTECHNICAL AND GEOENVIRONMENTAL ENGINEERING 0 ASCE (JUNE 200II/718 . I I I I I I I I I I I I I I I I I I I I ' ... ... o lAndoo and a.tI. ,., o RId Ju .. ..,...,...... 1181 'A HouiIon .... 1_ I> _ ..... ,. ll. Ka !2!2Ii:jlil" .... '. _ ..... ,8!18. " ~0I ... 2002 <I _andOo __ 2IJ03 . -- ...... ' _-,1c9a --..- o Ag.13-Recommended ... .-..,..m of MSW based prima. rilyon <Ii"",. shear ..... andlidd.oboervalions of •• a.1O slope lllability .. This c"velope lepc ...... an esIimaIe pIaDo of die pd'emd orieotaIioo 01 wasIC. which is die recom· stJeD&lh elivelope is msonabIy conslSIeJII wi'h tIIoserec:omnlOlliled previously by Kavuanjiaa c.lII. (1995). Ma-.1SSeI\) at ai. (l99'1).aatI Bid at III. (lOUO) but is bucd on sig- nificaDdy _ 1IrF-~ in IIiIu iutd Ioboi~ dati. IS weIJ .. IaborIIIny dU.o 11 bi&hor ...,flniDa __ f'is. 13 ..... iDcIttdcs poima ..... ~ die four ~ blsIodes 01 fIik4 WIlSlC slopes bock-caloulated by Bid .. II. (2000) Iiom IaDdIIU sites ill Maine. Clneilllllli. _ Ohio. and New leney, These ...... """ .. I.1ed field data points lie wilhin Ihe scalier of \he \abonttor)I data. 4I1nn..,,' 0# JIlkiJtJon.J F..,. 7JrIrt AII'ect "'" SIIIIIc __ Sf""""" 0# MS_ Thcce are many cases whoa die fail"", pIaDo cull acroaa die ololl· gllled fibrous pulicles in die ___ For i-. die back· scarp of • poIenIilll slide mass that cuts up througI1 a w...., , ... , .... .' .' .,. ... .~ .. , t ... ..' . ' .~ ... .•.• .' t'''' i ... ... • " • '" >DO .1iiI!!;:::::...-__ ....J • ____ UlDOtDO t-(.,tcI.lI:1 hi ... 0 ........ (111) ·,....... ... 1 .. .......... iIClICIIIC1"'J· ............ ~(HIUl • ...... 1 .......... ..., ..... FIg. 14. MObilized shear .ttongth in Iatp-acale triuilllcompression ICSlSusins two difl'cri:nl crilori.: (a) isoiroplQ .COOsoiIdaliOll plu$ Sit- axiel Slr1Ilillbea' ft. 4>=23'. R'"O,27); (b) aniaobopic c:oniolidatlon to K.=O,3 plu. SIto axial strain (bea. ft. 4>~39".R'';0.99) . landfill ..... cuts across and engages fibrous pulicles ill tile WasIC mass. In Ihese cases. tile OS, TX. and SS test resWts iIldicaie that the .. slrenSth of MSW can be oIplficaotly hlah« than thai defined by DS testing on wUIB wIteto its fibrous piiticles are ori.nIcd parallel 10 the ahear plan •. Porthose cues, hi8her _ ..... values may be juallftcd. 0.,. from IbIa -m; JIiOIIn11I -'OOII1bi1ied .wil\t .·Iiom lour odterMSW tesIiIts (IIII8IIUDS tba1 empJo;,ed TICC tests 10 .6auTXC~"""'" de- Ibicd On die basis of I!!!!hilizwl sitar IIIeU at III UIaI SII'IiiI of S'lli beyond die K.=O.3 SImI silk N shown in l'iJ.14. die K. =0.3 plus S'lli criwkm reduces die scalliOi' In '"" muIt$ consid· erably criterion based . . \he TX£ and TXLS _ peo""'ued IS pili of dial die ....... SIJeD8Ih of waste with Iibrousinclusioas c:an be on die order of 50-65., wbicbis similar to tile pea/< sm:iisdt even- tually ltal:hod in TXC "'--Nopposcd 10 nec tcata. peak ........... is mchoCl in TXE tc5ts.8I relalivclY ·Iow levoliof strain (i ..... I-4'l&J. Thus, • Rlatlvely hisb. friction tIftIIo!.¢ .5O"could be empkiyed to dtarat:Icri2II \be wUIB -nstb in IbIa ~ of .... slidiIts surfao:e. However. some TXE _ exhibited. n:ducli ... in strat&tb pna tho peak. ao consideration of postpeak -m solteD' iDa would be .... uimI if &Udt a Imp sitar ........ value wa5 used ill • stability anoJysis. W_ composition is typically lII.intpOttaDt faclor in C51imat. ins MSW properties (Zekkos et Ill. 2006; Zekkos et' at 7008). . This factorllkely contributes to mtlSI of Ihe .c.u.. in Ihe ',",D8Ih dI1a '"""""" ill die IiteraIwe. so it sbouId be COItSide&ed. How· ev .... die sbar &ImI&Ih of MSW ..-iaII tested in this study and by othm for _ with consti ........ dial ..., IarJor than 20 mm did DOl appear to VIII}' sipificantiy due 10 waste __ when OOItsistl:ntly '-taclcd. W_ composition dOCs pwd1 lnftueikC the .... ordle SIRISHtI'aiII teSPOIISe obser\'ed in TIC tesliq with opeclmens with ialBcr amountI of waste procIucti. such IS paper. plastic, and wood, havins. gri:aler .endency 10 exhibi. upward ~. HO'Oicver, whoainielpleled on .... basis of a K. plus S'lli uisl III'Iia failuie criteria. difl'mnc:es due to w_ composi- boo _ minjmized Uait weiglll w .. alao Ibown 10 be an illlpilNlll factor in this study. \'iiim-in WIlt MigIII of S-2O'lIi could prociuce similar. v";aIloas in die meaaued shear -...... of similarly piepwed MSW of similar colllpOlition. Strength increased .. unit weighl 720 I JOURNAL OF GEOTECHNICAl. ANO GEOENVIRONMENTAL ENGINEERtNG 0 ASCE I JUNE 2009 I (,. I ,: : , , I I I I I I I I I : I I I I I ~-------------~------~--- I ·~'··· 0" ,~: ,., II .' II I~' I~ IbJ ,....b:4:AI ~ ~ leicle CIMk Em.1lI'i~oers I~ - BorinSB-l ~ 1--+-+--+-+--1 Boriq Lo,-FigureA-2 I Boring B-1 ~ IeielcCreck ~ Borins LoI-FisurcA-2I .----.------~ 1m ( . Iw)g·t·=·~~ __ ------~~~~~~~~-2~ I ~ IeicleCreek kgiDecrs Borin, LoS -FisureA-2 I ~. Q-'~==~~~~~n-:::~IOf21 fJ~ ~-I ill . Dl--. ~:a~ ~----------~~--------------~I Boring B-2 ill n U1 m ~ ~. ~ rg tJ 00 [j M· ~ ~ o l @ Q lei~le·CRek b§inNTlll ~ . Borinl Log -FigureA-JI I Boring B-2 Ali"''''''') Beria& LoI-Figure A-3 ~ ... . ,-: , m:1,o' illiJ rn CNi:a'IIIFlII.,.»,· ... at It n 111 ..... ~ ~ ~,o,o . ~,o!i . crill· lot 2. ==-_ ....... - 11 ~ Boring LoS -Pigure A-4 ,--~~~~~~~------------ I m ~_----'-___ ~ _____ ---, 1 lf!J, B"" D 3 " owg .0-' rm " , BoriDs Lo,-FisureA-4 r:n l1J INI.' Ijj 1m W . lID @ " .. (: En Lill ~ 00 rm .tfl: I , ~. ... ", ... ". ' 00;,· '." . ::0' ., I Test Pit TP·1 Teat PIl"---'" ~aM __ .,·· ' ... ~ ,.,,:, ..-IILEVA_ m4l,"'P&1 LlIIGIiIII ... w ..... __ 1ICIIA __ ~r a".,l;. ..., WA1'IIt Uft,&V."u.w. IUESlllBBY ..... IM"".L-_ Test Pit Lop -FiIUR A-I I 0:: ',' " I ,~:, ), .,' I rm lliJ 19 tilil I ~ tZ:J 1 ~'~ '.' '::;'. 10 ( , 18 - --------------, Test Pit TI'-3 REMARKS Test PltTP-4 _~ "','rGrIlL .,.. w!.t! lIRII\tIID~ .. ut P" .. ~e:,,*~.~_~I!11.--__ ~ : IAlllGlDIIY ,.,.m __ _ _IIY..JI-!I!!!.. __ 1 0 Itifio Creek Bm~ Test Pit Logs -Fiaurc A-7 IT;! til ffil I1J r"""i ~-. 1.'ltlIlNl', '.,. tIM . l_nE_,vM.· ~_ . ~canwu"'" ........ ~ 1M!! . '. Test Pit LeIiIIiiD ltY....!Iail!ll· ;r,--_ ~1Y""'!I!lII!BL-_ Test MCiIUNIJIIL<IYMICDN l!,,'~) L.fJI WDIn'.;J·!!lIw..!" __ 8IlIi1Uli' w.t"'" J¥!'i.,p.l tt& atmIIIID IFf. ""'!I!lIIIIL...,_ I Test Pit Lop -Fipre A-I I.I!lGGED BY ..JlOiH ..... 'f _ __ BY 81,. I r, ........ --'-""' .. ~-----~-----------------, LJi " . '.' TestPItn;t;.a I I? tiJ '1iIdDr I @ o I~ 1m .. ,. "' ,". I~······.· I~~ 1f:Sl w ( GIIIiIUNIt _~MI:In!Q!!r+l ~ IBI8IIDBY .J!!-!L--_ CNIIII:KIlDBY"""IIM!!l;.' _ IL0"IL' ____ ~ ___________ ___l 10 Ieiel-Criek J:.cte.~ .,. Test PitLop -Figure A-9 ill o m ~. m ~. ~, m o ~ ~ el!l ~ RI till ill C .•. : lJ ...... ~1IIl'BI iIG.!j,j!. . ".-,' . 'L . .' .. . i ;' -. "., , ) Tast Pit TP·9 Test """,-10 ........ 1IY . .JIm!IIIL. __ GtIliGQll! ItT ... _ ...... __ I ,----------_ .. - ---- 10 1 ("I, 10 1 1m I@.:, GJ I~ 1 ·0?: " • I~ I~ I~ . I """'.' \, .} I~ 10 I~ 1m 100 1m 1° ( ... '-. , Z~'At.!""') ==:...====. ~- -'-'.IiJIII'1iM. w .... .q;$tit~.,,1jIc. stir ............. " .. Test Pit TP.;.11 '0GGED.IIY ... IjC""ITc.-. __ __ BY .... e,..pl.-. __ RIiMARKS -' ..... Test Pit 11M2 ' .......... -....... -'-- GtiIGII&D.lYma Ib' ---------------------' 18 Test Pit Lop -Figure A-II rl,' LI m t( m',' ';, ,< Fl ., , SI I ,IU~ ", , ..,.--"------"----,t- '" Test Pit Lop -Fipre A-l~ ", ,::;. " ,. Test Pit 1P':'15 ., ....... ",,0''''" U B . :.: ..... ;_:. ':": :~j:;::~ LI!IOOI!D BY .... B~!uI-,-_ 0IRIIEIiI Iv CiJlNK mw.. _ .... 1"" .. ,11"--_ TeSt Pit TP-1G UMIGID D .... ,,,,,,91-,-_ '_BY HJ1IOK "1 , Test Pit Less -Figure A-13 S"'" Apt1121. 2006' LOG OF TEST BORING _ 159.0. SIIot en· S:20311 HOU! No. 615-4=08 __ 1_ ",_6_ DrIor Dlmny U.,,!It!!C!!'! Uoi~ WIIIDt ________ ~ CMEII&) vi/atJlohammor SIatIon _______ _ oi.! ____ _ Hall" 8,.,074"x12r (Inohooi) _ WoIRoIaIy NGrII*'O 116828 ~------------~------ t I 8 D I I i g i I.I!.O 157 .. e-IM.O 1-IIMAI 1113.0 1$1.0 10-148.0 1<18.0 1-, .... ,&-144.0 I .... , .... • F10Id aPT (H) • _CoiOonI ~RQD I I I I I I I t I 1 1 1 I 1 1 I I I I I I 1 1 1 I 1 1 I I I 1 I 1 1 1 1 1 1 1 I I I I I I>,.. I I 1 I 1 1 I I I I I I I :>~ o IH 10 \I ~) J "'.0 : :» 1000' IJ IW ~ I :: :(IOIW) 's-. AooOI S EWM ~ SU. YGry~. WOVdoll< I!"IY. dIy. Homage".cu. HCI ....... 1IOI1n1N J J - I- - ~ .-149·0 I I 1 1 ~ 1 ! 1 ;' _ SL m~~~~~~~~--~--L--L-------------------L~~ L.engIII __ 0.4 ft. LcongIh RotoInecI.D.4 ft I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I Waalllngtoti a18ra . ~'i ... t ofTl1IIiIl'OII8t1on ...... XL·2754 IIR i • -8PT(N) I f • _oa.- ~RQ11 135 1:10 115 SIS AQO 4$. fiF 1" RQI) • "" 1 LOG OF .TEST BORING ElMIIo!i. 158.1) tt 1~·6 ml !l .. CHO _CollI 8-2637] HOU;'" ~1§: 4-06 __ 2_ .. _ . .lL.. ~ .. -J ..... :=JJ: Washington Slata ." Department 01 TfInIPCIIl8t1on Jab,," Xl-2754 OR g • __ (HI I I • _COoIOnI ~RQD 515 -IN) --RQO "" .RQi) 80 Ff' I RQD 11 FF· I RQi) II "" •• RQD 80 .'" .f LOG OF TEST BORING ~ 169.0ft(4Um) ().t5 _Cool 1\:2!!371 HOI.eNo: 51 S. 4-06 _-L "-.!L J I I I I I I I I I I I I I I I I I I I I • • I I I I • I •• I I I I • I • • I E I WtoltinglOnS1ilhi . DtporIment oI.TranePorloUon ,IJ/> No XL·2754 M S15 it • _SPTINl I ! • --~. ReI! .II RQD 15 FI' .II LOG OF TEST B.ORING _ 1SUI (48.& ml <1'11 ~c:. 8-2W1 H<lU! No. 515· 4-06 __ 4_ ,,_6_ 0rII0r 0000rIpII0n" ........ J Job No XL·27M • _SPT(N) .-~ fZ!lRQo 515 .. " FP 1 LOG OF TEST 80RING EIM1IoiI 1611.0 ft 14&;8 ml . JI(I) .C'aI 1'1. FF 1 RQI) 80 '" .1 _ ConI S,@371 ~ No. 615-4=jj8 SIIool-L ",_G_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I \ .I I I I I I I I I I ...... Waahlnglon_ f', OoparlmonlofTnmaporta1lon Job No Xl·27~ Ii: g 1 I f SR •. _&PT(H) • _ConIotiI ~RQI) ! I 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 '1 1 .1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 I I' I I 1 1 I 1 I 1 I 1 I LOG OF TEST BORING _CIrd 5-28371 515 _ 159,Oft (48.!! m) HOlE No. 5j2:~ ShoOt -L 0I-L !l .. DooorIpCIon" -I Washington State Department of Transportation Job No XL-2754 SR • Field SPT (NI • Moisture Content ~ ROD 20 40 60 80 405 (N) and/or ROD FF LOG OF TEST BORING Elevation _'C:!36~.!!.8!!oft __ _ Slatt Card R-72554 HOLE No. CDB-6D=08 Sheet....L. of _5_ Driller Henderson, Danlet Description of Material C-tT SANDSTONE. light gruy. coeroe graIned.lighly _red. very weak rock. DIscontInuItIea .... modetataly spaoad and In fair condition. R~:100% RQD:100 FF:O MeasIve Iaxtun! with moderately III ctosaIy spaced thin In_ofooal(10deg .... ~ C-tS SANDSTONE. light gruy. coarse grained. hIghIy_. very weak rock. DIsalntInul1les .... rnoderaIlIIy spaced and In fair condition. Racovered:100% RQD:100 FF:O MeasIve-.e Thin coal beds (20 dog ..... ) from 81.0' III 82.0' C-t9 SANDSTONE,lIghtgruy. coarse grained. hlghly_. very weak rock. DIsalntInul1les at8 modetately spaced and In fair condition. ~:100% ROD:100 FF:O MeasIve I8xIu!a Coal aeam (35 dog ..... ) at 84.0' C-2O SANDSTONE. light IJ'IIY. coeroe grained. highly _. very weak rock. DIsalntInul1les 818 modetately spaced and In fair condition. R~:100% RQD:100 FF:O MeasIve I8xIu!a A standpipe monument waa InstaBed on this boling . • ~~, oj the borehole location displayed' on Ihls boring log Is typically the HQ Geotach I I LldI~1 I I I I I I I I I I I i i i I I § i I I I I I ! I LOG OF TEST BORING Job No.XL2081j SR .~ _ '45nHUml -. Cold 1!..ullll2 HOLli No. SBX'2!H!5 _. SIIMt .....Lo OI~_ 0.-SUn lIorIo _CIoo~ ___ _ _ MI,1II13, 2005 _ •.•. ~~.~ ___ 'DI-,AHM-=",9204= _____ ~Ui_ CME45 wJ.~_. _ -----___ ~ IHW 32.O'J/liO 115.D')' _ WeI RoI.!l.... __ .. __ .... .......... 1753Oe.182 ~_ 1301599823 l. ________ _ ~.----.--... --- - _ 20 Rorwo 5 _ i! g -SPT J I j t ....... 1101'1 1 8_ ! ! 1lerI>1pUon0l _ .-IN) ..1! 20 20 40 I : I I, I I I· I I I I I " I I I I I I I I : I I I , I I I I I I I I -jl; f-. I I I I .. I I I I ~, I I I 4 1).. SIlr SAND, _ ......... GOOl • .-lOll ftio gratnod I I I 1 , -_~ ...... moIII, _11110'4. SIIII_, I I I I &-I I I I 3 m'·:m-_m. f-: I I I .1 (I) .. '_ii.«".51Ao\g1h R-.ed 1,0 ft I I I I I I , ; ~l I I I I - I I I I I I I I " I I I , I I 1 I , I I I I I I I I I I , 1).2 as SM.1I.c, D til .. .. I I I I Me SIlly SAND. .... 0011 Ind _. wry _. II1II<*, IDOIOl 3 '0-j-) I I I I t--, I , I 2 mine ..... _, Dllrvpfad. "-0I~. " , , , I '" \.eng1II_t.od 1.21\. LengtII_ 1.0ft , I I I I I I I I I I I I I I I I I I I I I I I I-a I I I I -I I I , I I I I I I I I 2 f).3 G8 IM.II,C.· &nil I I I I 2 Me SIIy.SAND.1IIh IIigIIIy _lDIIutI, -. .. .1-I I I I 2 .......... vtlyloo!ie, ~~, moat, SIIII_, I I I I (41 ::. (roM III&ng con ... of "'. $I ... ~ weatbtNd I I I I __ .,.odor_lIIl.ean III i • J _ dMt trrlllncl. ...... of ""'oIItnlngl· 1--I I I . I I I L ..... ~1.0 I\. UngIIII!amInoid , ,0 ft .. I I I I I I I I , I I I I I I'l I I I I '~' I tt1 D~ J I ! I • SIlly SAND _.,-, wIIh IlM gratnod IInd-' • . , : • IIIIdIumdanlt, _ ..... ~ ""'Y _ drillng I ~. ~ ~ Waahlngtcn StaI. Dooartm<tnl 01 Tronspotlltlon LOG OF TEST BORING ...... Xl.2068 SR • ...1~ ".,.... l-IOII RliNTON NtCKI!I. 4 IMPIJiMENT AnON PROJECT Im l ~-.-I~ .. I i·~[··-';--.. _111 SPl ! PII"'_ton -' I H S J -1111 " 2D lO •• "-;---r-~ 7 Jl 1 1 1 , ." (18, , I I , , , , "" I , I I i I , I I I i I I I , , I I ::: .. I' •. , I i I I , , , I I I I I I",.. " .... G8 1 I I I 1 1 I I 20 IIC 26 1 1 , 1 so I 1 . I 1 (74) 1 I I 1 • 1 1 , 1 : 1 1 1 1 I I i I 1 I I 1 I ! , 1 1 1 , 1 1 ! I 1 1 , 1 1 lO- 1 I 1 , '2 ~ 1).41 1 , 1 1 lew I 1 1 1 I IIIW'I 1 1 1 ROD 1)., 1 ! 1 1 I , I 1 , 1111 , ! , 1 FF i , , 1 • • , , I 1 1 I I 1 1 I 1 1 I I 1 1 --'0 1 1 1 1 1 , 1 1 I I 1 1 1 1 1 1 )5 , 1 1 1 , 1 I 1 ROD c.a 'II 11 I> • il 8 ~ i '2 I 1 I , It I 1 i 1 FP I 1 , 1 • 1 , 1 1 I i I I 1 1 I 1 1 I 1 1 1 I I 1 1 1 I I I 1 1 1 1 1 I 1 , 1 I 1 I .. - I ! i " 1 1 1 I 1 1 1 1 ROD c-t 1 1 I I '00 I 1 1 FP 1 1 1 I • I I I I I 1 1 I I I I I I , I I I I 1 I I I I 1 1 I I I I I rI I ! I I § . ~ I I ! I ! 1 .L __ L . ...l •..• _. .... - St.ort co ... B.§III!ji! HOLENo~~ . S_._.L .... _.:L CIIIIr Soan \/em .. lilT _01 .. - fluid '-1IaIUnQ .. '8.0'. ~ Lor\1llh R-....d 0.2 II. Length Retained 0.211 ~ ~ SIll, M,e,. ,3 ~. Silly 6NID wilt ~ ""I\' _",I~_, moIII. ~. HOlt. 1",~oI __ n"" r-LenatII ~red 1.S II. 1Angt11 __ 1,O II ~ ',' ',' ',' " ::~ ',' , f -:: ,', ':~ ',' , ;;;1 SANDSTONe.1ItI!I y.-_. ftne ~. · :;: ~1lIItt~.....,_~ O_uIIIn I;: ""' ""IY -. = and In II8ly poor c;oitdlllon. ~ ~:, r I~ 1121. alndlc8ted by driilu, LMg\II ',' ',' -....., 0.611.1.en¢t Retained D.n ':,- '. , .:. , , .:. , ",' ::: ", " · ::: ',' ',' , , .. , , ::: , r-::. SANOSTOH&,IIgIIIIIftIwn,1Ino flTlllnod, higI1Ir , ::: _ted. "'" __ . DIIcGnI!ft_ ore ~ ',' ,', ~ and In __ oond_. _ Rlca.ored 'OIU'~ .. :;: .:. ,', " .:. .:. ~~~ ::: ;, , ',' J: •• ',' .:: · " ',' . • SANDSTONE. IIIIIIt 1IftIwn. ftno 8-' hlBhlr (' " -..... -V--. _1Inu_ ... ...., , , c:IoNIp II*lod Ind In ,.. .....s.Ion. _, Reco-IenId " '00.0% ',' ',' " , · " " .. ;, ...... ',' .. ~ ~ ~ 1-;: .• .-.---,~ .. _---._-", I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 50 10 ~ ~ R • i i § ~ ~ " I ! ; i ! § 70 JoONo XL2066 16 -'1 '1 I I I " I I I I I I I , I I I I I I I I I II I I I I I I I I I I I 20 , I I " ! I i I L I I I _.L_ .. __ -L--l_L .. , :L. _ RQO ., .. " 0 RQO • !IF ROO .oa FF • ROD ,oa OF • --"- LOG OF TEST BORING CoI1 Co12 Co,3 C·'4 _ e... B=§OfMt! _ • __ _ HOI.E 110 ~~_. _~ ot . ..-!... SANOSTO\iE.IIlII1! bn>im .. ""lit gl8Y. nne g,_. hlgllly_ • ...., ___ ~ __ wry __ =anlllrlgooclOOld1on. _ R_ .0'11 liANDSTtlIE. __ • 1M graInod. hlPlv .-111"-' wry_rod<. D' _ ...... ..,......,."..,ad ,nil In gocd _. -_red 100.0'11 .. J ______ . ___ ._ .. _____ . .. :. :. .0 :-: ,0, WuhlnglanSlIl. DIportment 01 TrolllQOllIIIOn LOG OF TEST BORING Sian Clfd ..B.~~ ... __ HOLE No .. _SR!(.:§.9.~ .. ii~ ~-~-IMPl--o<r;oT; ,r-=··:::==-=~~~"-TI , I. ~~~~"~_i40~~~~\;~~t----+~~~~o=w:~ou~~~.~~~~~_ f---t--+--t--'i,'--; : I RQD e.,. SANOSTONE,lJgt\Ig"",l\J\IIgllinlld,highIy-.ed, 1110 II81Y we ... rod.. DloaIrdInulliN are vory cIONIy """cod ;4 ... 10- : : :: FF , and In good _, P ..... nt ReoooefOd ,00.0'110 1 I I! 0 I I I I I I II! I 1 I , , I I I I I I I I I I I I I I I J I I I I I I I I I I I , I I I , , I , , , I I , I , I I , I I I I , , : : I ROD 1110 P>' • RQD 1110 P>' • ROO IDO pp • Col. t l I I I I I WoW _In ""'" _1IIg1II rOlCflrlg _11.5'. f I I I _t"lOpIrIm_.UO,O'_,O.ll'_ I : : : ........ -piozodlog ..... (Dry~ ... ) 314105 l1li-___ .l..._L._.L 1' .. ~~_~ __ 1-_-L-'-_'--_-'--... _______ . __ . __ ......... _. ___ ..• I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ~ I i ;, I I i ~ ! a Walll1Jngton Slale Dapaitmonl DlTrensporIaIIon .iob No XL-27M SR 516 "'*'" 1""051 SR.S1SInl8tct>snQe Improv ..... nts LOG OF TEST BORING _ lM.Oft stort June 20, 2006 c:am,toIlon June 20,2006 w .. 101 .-060< Hole CIo e 0-1 stortCMI s:283H HOLe No. 515-6-08 --1-",_8_ DdIIr .(}annv Ht\\dtrtDI. UaI-..ma.I N_ 175219.7 e-. 1301605.9 l.8tiOcIt ton _______ _ ea.n" s_ SootIan 20 -5EWM T ...... it • _8PT(N) ...... !.i i j J. g J t • _ CcliIIIioI INI ! J 1 .... III IlooIirIpIIriO ., -~RaIl RaIl 20 olD ill .. '" I 1 1 : 153 .. 1 1 1 1 1 1 1 I I 1 1 1 IRa 1 1 1 I I I 1 I I I I I' 181.0 I I I I I I I - I I I H5II.O 1 1 1 : 00 ~1 Saty.SANQ,,*~,CcieI. A$I1 C<iD. GIap I I 1 F=~· ............ ~""""__ .. HCI I 1 1 I-I_ I i 1 i10f . 1l1li" Dill Fluid l.oiI. ilIII ......... 1ndIt:otu - I 1 1 (11) ~;;oIdIi . I .... 1 1 1 LarreIh~M, LarreIh _:O.~ 1 1 1 1 1 I - 147.0 ~ I I I 9Il1)o SAND -. Dobrbt. CooI.A$I1 ea .... _ I I I 1 D·2 1 I I I 1 F __ , ""'Y _. bIIok. "'* 1lamOgo~"" .. HCI 1 .... I I I I 1 not"", ,_ DIIII'II!Id Loio. 1lrII._lndIoalea I I I I (2) ~.VciI<IL' . . I I I 1 \.engIII' ....... iId 03 11. \.engIII ~G.3 II. 1-1 .... ~ I I I 1 1 I» _JI~P __ DroIIItIs. COllI. A$I1 Colla. GIaa I 1 I I 1 F~ WIir~very_-. rnoIIt; 10-1 .. .0 1 I I 1 1 I =_ HQnot_;I_DdII"""'~ 1--1 I I I I I I I (2) _.aDdU II. Lariath __ 0.41l 143.0 I 1 1 I 1 I I I 1 , I 1 142 •• I I 1 SllySANo",,~,Coo""""Caka;GIasa I I 1 1 [W I I 2 . . . . ··Ioote •.. ' .-_;matIt, 141.0 I .1 1 =~"W 1IIit~. l~lIrII'/'kild Loio. -I I 131 LInIth_.ioollll.2 II. LonQI\ RotoInod 0.21L r l40.o ~ I 1 I 2 D-II SIlty SANO_ DebNI Cool ....... CaM. Glasa I 2 F~ very .... , ...... II\QIOt, . .........-. ttCI IS-131.0 I , , noItaobId,'IIII1IoM FluIcI Loio .. ~~:0.5_.8 I-131 130.0 - 137.0 1 D-II SIIy IiI\NQ -. DebN. coat ....... C8Iat, GI8JO , 1 a F'1\tOIIIInI*, ""'Y ..... -. rnoIIt;~: He, not 131.0: , a tiiIIIil, 1\III!l1llll FluIcI Loio. . I I /111 lMgIh Razue:ed ,0.1 ft.ler9h RefIIIned 0.7 fL r 1311.0 1 I 1 1 I 0.7 8IIIp SAND.,., Dobrfo. Coal, AlliCMt. GIla .:. I 1 FIIQII1IfIII. 'lIlY ..... WI)' paIii blown; moIII. -20 ..1 I WuhIngton Sial. LOG'OFTEST BORING I . l)epatli ... t of Tra"iPbitBlkJII .... Card s.2W4 HOLE No, ~15-~§ I JaIJ No XL·2754 SA S15 ......... 154.0 ft (46.9 ml _.....L 01_6 _ 6 it • __ PI) ~.., I I I j • f' J l -"""'"'" ! ~ 1lOIcrt_ 01_ I1JRCD I I I I I I I I SIlly SAND _ De/Jffs. Coal. AlII Cake •. GIIA I , F .... ". VW'I-. Y8iY~~ .. niOII1. I , ~*' Het'nOt ..... 10ci'11.QiII F1uld Loa. I (2) I I LongIII' -... eeI OJ! ft .. L.engIh -.ed0:2 II. I , S1II)'eANo wIIh urwlllll. _. olivo _. moII1. I I • ~. He! riDllaI!ad. T-''' GIeeIllIf 812&.0 I J I I (5) LOngIh _ 0.5 II.I.ei1QIh __ 0.11 ft. I I .1 .1 , 0.10 S1II)'8ANrloMth g,a1iOl1. doii!Ii1, DllWgi8y. riIciIiI. I I I 18 atraIitIed. Met ""_. 88%0111 FluldReturn. I " LongIh R_l,8 II. LIIIfIII_l.511. I (32) I I I I 14, 0-11 I!illyGI¥ML.'\IIIY ~oinH. 0'" bloom. moII1. , I I I. I I 4,1" ~ !-lCl noI1aIod. lOci'll. DrlI F1uld Rotum. I I .-LeiIGih'Raoo,-0.1 II. L.eng1h _0.1tt. I (II1II') I I I I I '10 • • ')..12' PoOrty .......... SAND wIIh tnIjje l1li ~i'lfll'l (!IiI) -.~_,moIiI,.""-' HClnOt-. I Conlllcl ..... 8Inde1oI .. ~ 30.2 II. and :14.0 ft. l.8IIgIh RoM"edO.8 II. I;ongIh __ Q.8.11. RI!D 'c-,. No Raoo'IfIl'I 10 SAHDSTONE.lftedium _eel, 4Ulkyyollow. ~ I of ....--.Woy-...... ~ ... oieiy 1 c:IOIIIy ....... 1IId'ill _ cond .... R_: 23% RbO: 0 FF:20:_ DtIIIIII/_'_--'" -.. ~"'1I.1O 39.0 II. 10C!l' DIII_...... . '5 I RI!D. ,C.15 SANDSTONe. tTtOdiun'Igr81nad: _1I8laIy_. I I eo VW'I-...... DIacontlnuftleo Ole..,., c:IOIIIy ~ I .. and III good candIIon. R_: 101n10 ROD: 80 FF: I 1.0.1 .... IUIInIog Tlvoughoul . . I I I I I I no I, I I I I I I I I I I I I I I I I I I I I I . watlllngton _. . Doparviiont of Toinsponallan Jab No XL-2754 SA 1115 OQ • _SPr(N) +--I?;jJRQI'l 515 'PF 0.1 04 LOG OF TEST BORING E........ 154.on (46.9 in) !t .. H<l.E ~ 616-a;oe --1.... ,,-.L -,,-I _._----------------- , WoahlnglDn Sleta. Dopa b'l6III at T,~""_"""'''l1Il1oonn Job No XL-27M SR • _SPTtNl +--~RCa 515 IWf tOO '" a RQD 100 '" a RCa tOO FF 0.2 LOG OF TEST BORING -. 1M.Oft(48.9m) -.. 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I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I : i -- - - - - - - I I I I I I I I I I I I I I I I I I I • • • • • • • ,. I • I • • • • • • • • • I I f ; i i ~ I • i ~ ! a Jell loa> XL-27M SR 515 LOG OF TEST BORING ~ 1M.3ft HOI.ENo. 515=Hlfl Shliot -L. '" _3_· oimor HII!!c!e!lO!! Danny lJaI..ruL ~_~ VJc. \MetA .... and B.7th Sl SIII1 adobe,S, 2008 CompoIOn 0c:I0ber 8, 2008 _I0I0 ________ ~ eMf 8110 with Autohi_ . ------_"'" 4 0lI'I0I_____ Q.-,-"-_____ _ _ . WIt RotaJy . NaIIhIrQ 175263 i ff I I I ... 1111.0' .1- rtlO.O 10- 1-145.0 tt- -14<1.0 '20 e.aogl3!!l808 _ NW1J4ofNWil4 LiliftUdo _______ .......... ______ _ _ 20 RIrtge 5 EWM • AlldSPT(Nl -.... ! t-1 • _ConIonI P!I II ~ t --J ~"'1Ia...ioI IZilRQD . RoD ... 2& 4<1 OIl 10 FI' I I N .......... __ -. 0.011 1020.511. I I I '1 I 1 I I I I I I I - I I I I · I I r I I I I. I I I I -I I I I I I I I I I I I I I I I I I I I I I 1--I I I I I I I I I I I I I I I I I I -I I I I I I I I I .1 l-I I I I I I I I I I I I I I -I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ! -I I I =~rtnII>OI1atlOn LOG OF TEST BORING _ Cold .kZ6211 I HOlE No. ~15-7:!1!! I Jell .... XL:iT64 SR 515 --II!6.n _ -L at _3 _ DIIIor " • PIoIdSP'r(N) I I € l-I .. -~ !! I 1mRQt) ~ .. - I I I I 0.1 I I I I I I I I I I I I I I I I I I , I I I I I I ;1 I I I I _ SAHQWllhgiNt, DliwiUNi', we~ _, He not I I 0.2 ISO 1 I 1IsbId;_ ..... ' ... ""· .. _ .4'WllhBand I I ...... ~; '""'COPtWllln'liCalllllul plio","""" I I 1ilIiiiL I I I LanOlh lIaixi,illid:it lIingth R8t01nod: it I I I I I I I I I I I I I I I I I I I C4 I " I ... I 121 I I I I I I I I I I I I I I I I I I I I I I I 8ANDSTONE, _~, modero1oly wea1l_, I Wiry~ ~ .... dooaIy opJcod and In 120 I I I poor '~:100% RQD:83 FF:2 I I , I I , , I I I I I I Sl\NOS1'oIIIS ,llIIecilltlnwllH· .. 0 and In O. I Rew .. ~ ~ FF:G,Wo unded In and had 10 .... I ' ... ..........10 dIpIIi; thIraIare IoIIng Il10 ..... I I .... I " I I I I I I I I I I I I I I I I I I I I I I I I • F10id sPflN) ._a- 1?i!J. RCIQ. 51G LOG OF TEST BORING _ lM.3ft _ConI $-28211 HCUNo. 515-7-06 Sh ... -L or-L Bonng B-5 I I Ground Surface Elevation: 200 reet Description silty flne to medium SAND (completely weethe",d bedrocl<) medlum-gralned SANDSTONE (slightly very week) (Renton FonnaUon bedrocl<) bedrock) Icicle Creek Engineers .:,: .. ' . ... .... • • • • • Rock • Comments Bedrock encountered at 5 feet Groundwater Observations Boring Log -Figure 51 I I I I I I I I I I I I I I I I I I I .s ! Description oompleted at 71 feet on April 27, 2009 Icicle Creek Engineers Boring B-5 • • • Comments NO.3 COAL SEAM (ooal saam Intact from 57 -70 feet -not mined) Groundwater Observations No groundwater observed 20f 2 l .5 1 Boring Log -Figure 5 Boring B-IO Ground Surface Elevation: 186 feet Description Brown silty flne to medium SAND (completely weathered bedrocl<) Light gray medlum1lralned SANDSTONE (trash, very weak) (Renton Fonnatlon bedrocl<) brown CARBONACEOUS SHALE (lntah, very (Renton FonnaUon bedrocl<) Black COAL (trash, vary weak) (Renton FonneUon bedrocl<) Icicle Creek Engineers Comments • • • • • • Groundwater Observations • • I of 2. ~ Boring Log -Figure 101 I I I I I I I I I I I I I I I I I I I ~ Boring B-IO ~ u; III il SoiVRock Profile II. ~ .5 i!r c = DeSCription ~J U Comments i ~ g 0 Cl .... U) .... ~f-SO Light gray medium-gralnod SANDSTONE (fresh, very ~ Rock • i~ weak) (Renton FonnaUon bedrock) I ... 1-~ ... ~ r55 Rock • l- I- f-k· f-:"~" f-6o Boring complotod at 59 feot on April 27, 2009 l- f- l- I- ~5 l- f- l- I- r70 ~ J ~ l- I- I r 75 l-I f- l-.! I-.I! r SO l- l- f- f- f-S5 ~ - ~ f- 1-90 f- f- -l- i I- 1-95 f-~ l-. . j f- .I! -~ f-IOO See FIgure 4 for explanation of symbols Icicle Creek Engineers Page 2 of 2 Groundwater ! .5 Observations = Q. .3 50- 55- No groundwater observed 60- 65- 70- 75- SO- S5- 90- . 95- l~ Boring Log -Figure 10 I Boring B-11 I Ground Surface Elevation: 185 feet Description . . Brown silty fine to medium SAND (completety weathered bedrock) light gray medlum-gralned (fresh, very weak) (Renton FonnaUon bedrock) brovm CARBONACEOUS SHAlE (fresh, very weak) (Renton FonnaUon bedrocl<) very weak) (Renton Formation Icicle Creek Engineers • • • .. Rock • • • Comments Bedrock encountered at 5 feet 3 COAl SEAM seam Inlact from • 52 feet • not mined) Groundwater Observations 1 of 2 I l u. i I I Boring Log -Figure III I I I I I I I I I I I I I I I I I I I Boring B-11 : Profile Description ; :50 Bla~~~~ (fresh, varyweak)(RantonFOnnatiOn ...... Rock • ; Lightgray I"" I , """'J;' , UI',,;(fresh, vary '.~ weak) (Rantan bedrock) . :q c ~ss .. ,~ Rock • : .~ --60 Boring complated at 59 feet on April 27, 2009 ---- -65 ----r 70 ~ ~ ~ ~ : ~75 ----so ---- -S5 ---- -90 -- 1~5 --- -100 See'; "",4 for' '01 symoo .. Icicle Creek Engineers . Comments NO.3 COAL SEAM (coalsoom Intact from 41 -52 faet -not mined) Page 2 of 2 Ground Water Observations No groundwater observed so- · · · · 55-· · · · 60- · · · 65- · · 70- · 75- · so- S5- 90- 95- 100- Boring Log -Figure 11 Project TItle: 1·405 Renton Stage 2 Description: Defoor Property RSS Computations 387169 Project No.: ____ =:.:.=_ Global Stability Analysis I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 2 3 4 5 6 7 8 9 10 11 . 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 TECHNICAL MEMORANDUM 1-405 Renton Stage 2 Defoor Property Reinforced Soil Slope; Aids to Interpreting Slope Stability Results PREPARED FOR: PREPARED BY: DATE: FILE RochPlayer June 29, 2009 As part of the design process for Defoor Property Reinforced Soil Slope, the computer program SLIDE v. 5.0 (Rocscience, 2008) was used to design the length of reinforcing required to meet the minimum factors of safety (FS) outlined by FHW A (2001) and WSDOT (2008). Chapter 7 of FHW A outlines the step to design reinforced soil slopes (RSS). The Washington Department of Transportation (WSDOT) Geotechnical Design Manual (GDM) gives the minimum criteria for embedment length, vertical spacing of reinforcement, and backfiII type for RSS built as part of WSDOT projects. The following general steps were done for the stability analyses: 1. Cross-sections were created from the grading model for the Defoor Property. 2. Subsurface sections along the Defoor Property were created in SLIDE based on field investigations and intrepratations of the subsurface. 3. SLIDE was run to determine the FS of the slope without reinforcing and the surfaces with FS<I.5 were plotted on the output. Analytical methods include Spencer's and GLE/Morgenstern-Price. These two methods were chosen based on their satisfying both force and moment equilibrium. 4. Trial configurations of reinforcing were developed based on WSDOT minimum criteria and the surfaces with FS<I.5 determined during step 2. 5. Reinforcing lengths were varied until no surfaces with a FS less than the minimum passed through the middle or behind the reinforcing. This was done for static stability (FS>=I.5) and seismic stability (FS>=I.I) for both global and block sliding. 6. Both FHW A and wsoor do not allow secondary reinforcing to be considered in global stability analysis, therefore surfaces with FS much less than the minimum still are identified in the SLIDE analysis. These correspond to shallow, face stability issues which are addressed in the design through the use of secondary reinforcing, wrapped facing, and vegetation. These surfaces, however, are plotted on the SLIDE output and are the minimum FS given in the text output. EVRIST ABIlITY ANAl. YSESINTERPRETA nONJ~EVA..062909.00c COPYRlGKT 2009 BY CH2M HILL. INC.· COMPANY CONAOENTIAL 1 7. The surfaces with FS less than the minimum required are the only surfaces shown on the 2 graEhical output. All other surfaces calculated by SLIDE have FS greater than the 3 minimum. 4 8. These steps were repeated for different locations with varying embankment heights. 5 9. Plotted outputs are provided for only the final design reinforcement spacing, elevation, 6 and embedment. EVRISTABILITY ANALV5ESINTERPRETA nONJlEV ..... 062909.DOC 2 COPYRIGHT 2009 BY CM2M HILL. INC .• COMPANY CQNFlOENTIAl I I I I I I I I I I, I I I I I I I I I , j ~ i ~ 1 ~ , gj .. ... , j g.... ..., , j , 0.50 1. 00 1. 50 2.00 2 .50 3.00 3.50 4 .00 4.50 5.00 5.50 6.00+ -500 . -----._----------------------l I I 1-405 -Defoor Property Reinforced Soil Slope , Sta Length of Reinforcing = Unreinforced Spencer's Method, FS < 1.5 Plotted Static Loading I Municipal Waste I I -400 , \ Renton Fonnatlon I ~ _, __ . ~ -,----.-. -~ I .,.,. ~ T-~ .-.-.--,..--.-~--, ,-................ --r,~-i --'--r-.-_~ __ _ ·300 -~ .1M n Safet.y Fa O. , 0 .50 1. 00 1. 50 2.00 2.50 3 .00 3.50 4.00 4.50 5.00 5.50 6.00+ , j ~ • 1 J j .~ I ~ --~- I Municipal Waste I \ , \ \ ---- -Defoor Property Reinforced Soil Slope , Sta 10+50 1 Length of Re inforcing = 25 feet JSoencer's Method, FS < 1.5 Plotted Renton Formation l _--_:---_ r _ . _ _ _=-' ___ .----.-~-.---... - - ---:-.----j ------------ j 1 ~ ~ I 1 J ~ 1 j < j J j j e-i -; j 1 0.50 1.00 1. 50 2.00 2.50 3.00 3 .50 4.00 4.50 5 .00 5.50 6.00+ , .<;on • ...-.--, . -Ann ----,- •• on ------------. ------- 1·405 • Defoor Property Re inforced Soil Slope, Sta 10+50 Length of Reinforcing = 25 feet Spencer's Method, 10 Lowest FS Plotted Block Sl iding j'.941 -......- -I ~f- Renton Formation -----------...... r-. .....---.-.... ---, ~ ............-1 .... ___ ~ r--__ . .... ..-,.. _~ ~_.,---...........-.---._ ...---. ~ ,_____ I . .,nn in.t'l -1 Safety Fa ° . 0.50 1. 00 1. 50 2.00 2.50 3.00 3.50 4.00 4 .50 5.00 5.50 6.00+ j g..j ., " 1 ~ 1 11 I j I " 4 ~ . 1 i i _. ---. - 1t.28 1 J, I Municipal wast. -Seismic l \ \ ---._-- 1-405 -Defoor Property Reinforced Soil Slope , Sta 10+50 Length of Reinforcing ~ 25 feet Spence(s Method , FS < 1.1 Plotted Seismic Loading ""\ 1 rO .22 i I ,. '_-_~-__ -_.;;;;_-_ -____ c _ .• !_--_..., I I I I I I I I •• I I I I I I I I I I Slide Analysis Information Document Name File Name: Stal 0+50_Static-NoReinforcing_RevA_062909.sli Project Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Untts Pore Fluid Unit Weight: 62.41b1ft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: 011 Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLEIMorgenstern-Price with interslice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius increment: 10 Compostte Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Material Properties Material: New Fill Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface: None Material: Residual Soil/Colluvium Strength Type: Mohr-Coulomb Untt Weight: 130 1b1ft3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 Ib/ft3 Cohesion: 2100 psf Friction Angle: 32 degrees Water· Surface: None Material: Municipal Waste Strength Type: Mohr-Coulomb Unit Weight: 120 Ib/ft3 Cohesion: 300 psf Friction Angle: 28 degrees Water Surface: None Global Minimums Method: spencer FS: 0.729718 Center: -13.366, 241.735 Radius: 26.666 Left Slip Surface Endpoint: 1.997, 219.940 Right Slip Surface Endpoint: 8.342, 226.248 Resisting Moment=5609.3 Ib-ft Driving Moment=7686.95 Ib-ft Resisting Horizontal Force=148.805 Ib Driving Horizontal Force=203.922 Ib Method: gle/morgenstern-price FS: 0.729772 Center: -13.366, 241.735 Radius: 26.666 Left Slip Surface Endpoint: 1.997, 219.940 Right Slip Surface Endpoint: 8.342, 226.248 Resisting Moment=5609.72 Ib-ft Driving Moment=7686.95 Ib-ft Resisting Horizontal Force=148.81 Ib Driving Horizontal Force=203.913 Ib Valid !Invalld Surfaces Method: spencer Number of Valid Surfaces: 17800 Number of Invalid Surfaces: 691 Error Codes: Error Code -103 reported for 220 surfaces Error Code -106 reported for 188 surfaces Error Code -107 reported for 278 surfaces Error Code -108 reported for 4 surfaces Error Code -109 reported for 1 surface Method: gle/morgenstern-price Number of Valid Surfaces: 17800 Number of Invalid Surfaces: 691 Error Codes: Error Code, 103 reported for 220 surfaces Error Code -106 reported for 188 surfaces 1 1 1 1 I I I I 1 I 1 I I I' I 1 I I I ,---------------------------------------------- I I I I I I I I I I I I I I I I I Error Code -107 reported for 278 surfaces Error Code -108 reported for 4 surfaces Error Code -109 reported for 1 surface Error Codes The following errors were encountered during the computation: -103 = Two surface I slope intersections, but one or more surface I nonslope external polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soil region, but may also occur on a benched slope model with two sets of Slope Limits. -106 = Average slice width Is less than 0.0001 • (maximum horizontal extent of soil region). This limitation is imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -107 = Total driving moment or total driving force is negative. This will occur if the wrong failure direction Is specified, or if high external or anchor loads are applied against the failure direction. -108 = Total driving moment or total driving force < 0.1. This Is to limit the calculation of extremely high safety factors if the driving force is very small (0.1 Is an arbitrary number). -109 = Soittype for slice base not located. This error should occur very rarely, if at ali. It may occur if a very low number of slices is combined with certain soil geometries, such that the midpoint of a slice base is actually outside the soil region,even though the slip surface is wholly within the soil region. List of All Coordinates Search Grid -407.017 -3.273 -3.273 -407.017 230.735 230.735 450.743 450.743 Material Boundary -335.705 122.528 -293.624 131.949 -170.632 162.424 -163.129 165.310 -158.902 166.252 -133.057 171.786 ---------------- I I -66.140 182.890 I -38.650 192.096 -26.857 193.961 -24.615 194.768 I 20.000 201.918 Material Boundary -272.705 148.955 I -261.506 150.593 -241.689 155.135 -227.238 159.541 -207.917 167.773 I -205.990 168.266 -187.357 173.529 -173.573 177.346 -172.793 177.548 I -171.543 177.827 -149.834 180.728 -137.872 183.030 -109.599 185.386 I -99.795 186.061 -96.507 186.831 -72.204 193.123 I -57.388 196.753 -51.570 198.283 -32.834 203.594 -30.884 204.193 I -29.639 204.683 I -12.146 212.470 -7.503 214.527 Material Boundary I -400.000 118.632 -335.705 122.528 I -283.971 144.680 External Boundary I 20.000 68.632 20.000 201.918 20.000 228.129 I 18.007 228.048 12.475 227.822 12.261 227.901 I 11.749 228.071 8.764 226.489 7.684 225.872 0.264 218.132 I -0.132 217.791 -1.097 217.363 -1.755 217.243 -1.830 217.231 I -5.107 215.250 -6.104 214.663 -6.632 214.340 I I I I -7.503 214.527 I' -9.260 214.904 -11.560 215.341 -14.399 215.225 -24.873 214.746 I -33.717 214.2BB -41.314 213.640 -47.937 213.394 -53.785 212.941 I -59.010 212.477 -60.456 212.336 -63.895 212.031 I -68.453 211.626 -72.665 211.252 -76.570 210.905 -80.198 210.767 I -83.580 210.864 -86.739 210.954 -89.696 211.039 -92.470 211.118 I -95.078 211.193 -112.615 211.746 -137.134 . 211.992 -170.260 190.000 I -171.079 189.454 -235.791 162.463 -244.022 158.439 -244.341 158.332 I -244.729 158.201 -245.211 158.040 -245.824 157.834 I -246.630 157.566 -247.735 157.197 -249.344 156.663 -251.898 155.815 I -253.935 155.137 -256.661 154.239 -268.036 150.493 -272.705 148.955 I -279.865 146.597 -281.853 145.669 -283.971 . 144.680 -287.048 146.242 I -2BB.002 146.726 -290.864 146.306 -312.314 146.401 -344.898 146.918 I -350.292 146.663 -384.657 127.024 -397.952 119.786 I -400.000 118.632 -400.000 68.632 I I I Slide Analysis Information Document Name Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods' Analysis Methods used: GLEJMorgenstern-Price with interslice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of Iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius increment: 10 Compos~e Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Material Properties Materia!: New Fill Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface: None Materia!: ResldYa! SojVColluvfum Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface: None I I I I I I I I I I' I I I I I I I I I I I I I I I I I I I I I I I I I I I Material: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 Ib/ft3 Cohesion: 2100 psI Friction Angle: 32 degrees Water Surface: None Material: Municipal Waste Strength Type: Mohr-Coulomb Unit Weight: 120 Ib/ft3 Cohesion: 300 psI Friction Angle: 28 degrees Water Surface: None Support Properties SuPPOrt: SuPPOrt 1 Support 1 Support Type: GeoTextile Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 Iblft Pullout Strength Adhesion: 0 1b1ft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Method: spencer FS: 0.729718 Center: -13.366, 241.735 Radius: 26.666 Left Slip Surface Endpoint: 1.997,219.940 Right Slip Surface Endpoint: 8.342, 226.248 Resisting Moment=5609.3 Ib-ft Driving Moment=7686.95 Ib-ft Resisting Horizontal Force=I48.805Ib Driving Horizontal Force=203.922 Ib Method: gle/morgenstern-price FS:0.729n2 Center: -13.366, 241.735 Radius: 26.666 Left Slip Surface Endpoint: 1.997,219.940 Right Slip Surface Endpoint: 8.342, 226.248 Resisting Moment=5609.72 Ib-ft Driving Moment=7686.95 Ib-ft Resisting Horizontal Force=I48.81 Ib Driving Horizontal Forc8=203.913 Ib Valid I Invalid Surfaces Method: spencer Number 01 Valid Surfaces: 16420 Number of Invalid Surfaces: 2071 Error Codes: Error Code -103 reported for 220 surfaces Error Code -106 reported for 188 surfaces Error Code -107 reported for 278 surfaces Error Code -108 reported for 104 surfaces Error Code -109 reported for 1 surface Error Code -111 reported for 1280 surfaces Method: gle/morgenstern-price Number of Valid Surfaces: 16417 Number of Invalid Surfaces: 2074 Error Codes: Error Code -103 reported for 220 surfaces Error Code -106 reported for 1 BB surfaces Error Code -107 reported for 278 surfaces Error Code -lOB reported for 104 surfaces Error Code -109 reported for 1 surface Error Code -111 reported for 12B3 surfaces Error Codes The following errors were encountered during the computation: -103 = Two surface I slope Intersections, but one or more surface I nonslope external polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soil region, but may also occur on a benched ~Iope model with two sets of Slope Um~s. -106 = Average slice width is less than 0.0001 • (maximum horizontal extent of soil region). This limitation Is Imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -107 = Total driving moment or total driving force Is negative. This will occur H the wrong failure direction Is specified, or if high external or anchor loads are applied against the failure direction. -108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the driving force is very small (0.1 Is an arloltrary number). -1 09 = Sol~ype for slice base not located. This error should occur very rarely, H at all. It may occur If a very low number of slices Is combined with certain soil geometries, such that the midpoint of a slice base is actually outside the soli reglon,even though the slip surface is wholly within the soil region. I I I I I I I I I I I I I I I I I I I I I I -III = safety factor equation did not converge List of All Coordinates I Se5lrch Grid -407.017 230.735 -3.273 230.735 I -3.273 450.743 -407.017 450.743 Material Boundarv I -335.705 122.528 -293.624 131.949 -170.632 162.424 -163.129 165.310 I -158.902 166.252 -133.057 171.786 -66.140 182.890 I -38.650 192.096 -26.857 193.961 -24.615 194.768 20.000 201.918 I Material Boundi\!'f -272.705 148.955 -261.506 150.593 I -241.689 155.135 -227.238 159.541 -207.917 167.773 -205.990 168.266 I -187.357 173.529 -173.573 177.346 ". -172.793 177.548 , -171.543 177.827 I -149.834 180.728 -137.872 183.030 -109.599 185.386 I -99.795 186.061 -96.507 186.831 -72.204 193.123 -57.388 196.753 I -51.570 198.283 -32.834 203.594 -30.884 204.193 -29.639 204.683 I -12.146 212.470 -7.503 214.527 Material Boundary I -400.000 118.632 -335.705 122.528 Material Boundarv I -335.705 122.528 -283.971 144.680 I I I I Malerial Boundary I -188.950 182.000 -179.973 182.000 Material Boundary I -179.359 186.000 -171.186 186.000 External Boundary I ! 20.000 68.632 20.000 201.918 20.000 228.129 I 18.007 228.048 12.475 227.822 12.261 227.901 11.749 228.071 I 8.764 226.489 7.684 225.872 0.264 218.132 -0.132 217.791 I -1.097 217.363 . -1.755 217.243 -1.830 217.231 I -5.107 215.250 -6.104 214.663 -6.632 214.340 -7.50~ 214.527 I 'H,-f Q""1 ; "1 .... • ..;.,~6 -24.873 214.746 I -33.7i'7 214.288 -41 ~, 4 ?'13.840 -~. ,37 ~13.394 ,~ "2.941 I '"'7 ,.;.4ob ~,c.:.v ...... -63.895 212,031 -68,453 211,626 I -72.665 211,252 -76,570 210.905 -80.198 210.767 -83.580 210.864 I -86.739 210.954 -89.696 211.039 -92.470 211.118 I -95.078 211.193 -112.615 211.746 -137.134 211.992 -170.260 190,000 I -171.079 189.454 -179.359 186.000 -188.950 182.000 -235,791 162.463 I -244.022 158.439. -244.341 158.332 -244.729 158.201 I I I I -245.211 158.040 I -245.824 157.834 -246.630 157.566 -247.735 157.197 -249.344 156.663 I -251.898 155.815 -253.935 155.137 -256.661 154.239 -268.036 150.493 I -272.705 148.955 -279.865 146.597 -281.853 145.669 I -283.971 144.680 -287.048 146.242 -288.002 146.726 -290.884 146.306 I -312.314 146.401 -344.898 146.918 -350.292 146.663 -384.657 127.024 I -397.952 119.786 -400.000 118.632 -400.000 68.632 I SuPPOrt -179.359 186.000 -154.359 186.000 I SupPOrt -174.564 188.000 -149.564 188.000 I SupPOrt -170.261 190.000 -.145.261 190.000 I SupPOrt -167.248 192.000 -142.248 192.000 I SuPPOrt -164.235 194.000 -139.235 194.000 I SupPOrt -161.223 196.000 -136.223 196.000 I SuPPOrt -158.210 198.000 -133.210 198.000 I SuPPOrt -155.197 200.000 I -130.197 200.000 SupPOrt I I I I -152.185 202.000 I -127.185 202.000 S~IlIl!Hl -149.172 204.000 I -124.172 204.000 §ullll!!l:l I -146.159 206.000 -121.159 206.000 §ullIlQr:l I -143.146 208.000 -118.146 208.000 §~IlR!Ir:l I -140.134 210.000 -115.134 210.000 I I I I I I I I I I I I I 'I I I I I I I I I I I I I I I I Slide Analysis Information Document Name Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLEIMorgenstern-Price with interslice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Non-Circular Block Search Number of Surfaces: 10000 Pseudo-Random Surfaces: Enabled Convex Surfaces Only: Disabled Left Projection Angle (Start Angle): 95 Left Projection Angle (End Angle): 175 Right Projection Angle (Start Angle): 5 Right Projection Angle (End Angle): 85 Minimum Elevation: Not Defined Minimum Depth: Not Defined Material Properties Materia!: New Fill Strength Type: Mohr-Coulomb Un~ Weight: 130 1b11t3 Cohesion: 0 psI Friction Angle: 36 degrees Water Surface: None Material: Residua! SoillColluvlum Strength Type: Mohr-Coulomb Unn Weight: 130 Iblft3 Cohesion: 0 psi Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 Ibllt3 Cohesion: 2100 psi Friction Angle: 32 degrees Water Surface: None Material: Municipal Waste Strength Type: Mohr-Coulomb Unit Weight: 120 1b1ft3 Cohesion: 300 psi Friction Angle: 28 degrees Water Surface: None Support Properties SupPOrt: Supoort 1 Support 1 Support Type: GeoTextlle Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 IbItt Pullout Strength Adhesion: 0 Iblft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Method: spencer FS: 1.944270 Axis Location: -170.975, 264.117 Lelt Slip Surface Endpoint: -178.205, 186.481 Right Slip Surface Endpoint: -113.204,.211.752 Resisting Moment=4.85604e+006 Ib-It Driving Moment=2.49761 e+006 Ib-It Resisting HOrizontal Force=56180.5 Ib Driving Horizontal Force=28895.3 Ib Method: gle/morgenstem-prlce FS: 1.946480 Axis Location: -169.422, 264.200 Lelt Slip Surface Endpoint: -177.071, 186.954 Right Slip Surface Endpoint: -112.215, 211.733 Resisting Moment=4.7653e+006Ib-1t Driving Moment=2.44816e+006 Ib-It Resisting Horizontal Force=56036.5 Ib Driving Horizontal Force=28788.6 Ib Valid I Invalid Surfaces Method: spencer I I I I I I I I I I I! I I I I I I I I Number of Valid Surlaces: 2139 Number of Invalid Surlaces: 7862 Error Codes: Error Code -108 reported for 2848 surlaces Error Code -111 reported for 2989 surfaces Error Code -112 reported for 2025 surfaces Method: gle/moroenstern-price Number of Valid Surfaces: 2144 Number of Invalid Surlaces: 7857 Error Codes: Error Code -108 reported for 2782 surlaces Error Code -111 reported for 3058 surfaces Error Code -112 reported for 2017 surlaces Error Codes The following errors were encountered during the computation: -108 = Total driving moment or total driving force < 0.1. This is to lim~ the calculation of extremely high safety factors if the driving force Is very small (0.1 is an arb~rary number). -111 = safety factor equation did not converge -112 = The coefficient M-Alpha = cos(alpha)(1 +tan(alpha)tan(phi)/F) < 0.2 for the final ~eration of the safety factor calculation. This screens out some slip surlaces which may not be valid in the context of the analysis, in particular, deep seated slip surfaces with many high negative base angle slices In the passive zone. List of All Coordinates Non-Cire. Failure Surface -180.769 185.412 -151.678 185.412 -112.615 211.746 Material Boundary -335.705 122.528 -293.624 131.949 -170.632 162.424 -163.129 165.310 -158.902 166.252 -133.057 171.786 -66.140 182.890 -38.650 192.096 -26.857 193.961 -24.615 194.768 20.000 201.918 Material Boundary -272.705 148.955 -261.506 150.593 I I -241.689 155.135 I -227.236 159.541 -207.917 167.773 -205.990 168.266 I -187.357 173.529 -173.573 177.346 -172.793 177.548 -171.543 177.827 I -149.834 180.728 -137.872 183.030 -109.599 185.386 -99.795 186.061 I -96.507 186.831 -72.204 193.123 -57.388 196.753 -51.570 198.283 I -32.834 203.594 -30.884 204.193 -29.639 204.683 -12.146 212.470 I -7.503 214.527 Material Boundary -400.000 118.632 I -335.705 122.528 Material Boundary I -335.705 122.528 -283.971 144.680 Material Boundary I -188.950 182.000 -179.973 182.000 -171.186 186.000 I 20.000 201.918 I 20.000 228.129 18.007 228.048 I 12.475 227.822 12.261 227.901 11.749 228.071 I 8.764 226.489 7.684 225.872 0.264 218.132 -0.132 217.791 I -1.097 217.363 -1.755 217.243 -1.830 217.231 -5.107 215.250 I -6.104 214.663 -6.632 214.340 -7.503 214.527 I I I I -9.260 214.904 I -11.560 215.341 -14.399 215.225· -24.873 214.746 -33.717 214.288 I -41.314 213.840 -47.937 213.394 -53.785 212.941 I -59.010 212.477 -60.456 212.336 -63.895 212.031 -68.453 211.626 I -72.665 211.252 -76.570 210.905 -80.198 210.767 -83.580 210.864 I -86.739 210.954 -89.696 211.039 -92.470 211.118 -95.078 211.193 I -112.615 211.746 -137.134 211.992 -170.260 190.000 -171.079 189.454 I -179.359 186.000 -188.950 182.000 -235.791 162.463 I -244.022 158.439 -244.341 158.332 -244.729 158.201 -245.211 158.040 I -245.824 157.834 -246.630 157.566 -247.735 157.197 -249.344 156.663 I -251.898 155.815 -253.935 155.137 -256.661 154.239 -268.036 150.493 I -272.705 148.955 -279.865 146.597 -281.853 145.669 -283.971 144.680 I -287.048 146.242 -288.002 146.726 -290.884 146.306 -312.314 146.401 I -344.898 .146.918 :350.292 146.663 -384.657 127.024 I -397.952 119.786 -400.000 118.632 -400.000 68.632 I F!l!<!.!IilBI!!!<~ S§§[llh Win!;!Qw -177.722 186.683 -1n.722 184.523 I I I I -167.759 184.523 I -167.759 187.109 Focus/Block Search Window I -164.688 187.109 -164.688 184.443 -145.859 184.443 -145.859 187.190 I SI!I2!l!1rl -179.359 186.000 -154.359 186.000 I §UI2Il2!:1 -174.564 188.000 -149.564 188.000 I SUI2!12!:1 -170.261 190.000 -145.261 190.000 I 192.000 I -142.248 192.000 SI!I2Il2!:1 -164.235 194.000 I -139.235 194.000 §ulmQ!:I -161.223 196.000 I -136.223 196.000 SYI2Il2!:1 -158.210 198.000 I -133.210 198.000 SUI2!12!:1 -155.197 200.000 I -130.197 200.000 §YI2Il2!:1 -152.185 202.000 I -127.185 202.000 SYI2Il2!:1 I -149.172 204.000 -124.172 204.000 §1!12Il2!:1 I -146.159 206.000 -121.159 206.000 Sygggrl I -143.146 208.000 -118.146 208.000 I I Slide Analysis Information Document Name Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Un~ Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLElMorgenstem-Price with Interslice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of Iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius increment: 10 Compos~e Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading Seismic Load Coefficient (Horizontal): 0.22 Material Properties Malerla!: New Fill -Seismic Strength Type: Mohr-Coulomb Un~ Weight: 130 Iblft3 Cohesion: 200 psf Friction Angle: 34 degrees Water Surface: None Malerial: Resldyal SQI!/Collyvlum -Seismic Strength Type: Mohr-Coulomb I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Unit Weight: 130 Iblft3 Cohesion: 200 psi Friction Angle: 36 degrees Water Surface: None Material: Renton Formation -Seismic Strength Type: Mohr-Coulomb Unit Weight: 140 Iblft3 Cohesion: 2100 psi Friction Angle: 32 degrees Water Surface: None Material: Municioal Waste -Seismic Strength Type: Mohr-Coulomb Unit Weight: 120 Iblft3 Cohesion: 300 psi Friction Angle: 28 degrees Water Surface: None SupPOrt Properties SupPOrt: Suooort 1 Support 1 Support Type: GeoTextlle Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 Ibift Pullout Strength Adhesion: 0 1b/ft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Method: spencer FS: 1.281810 Center: -235.425, 362.740 Radius: 195.189 Left Slip Surface Endpoint: -222.578, 167.974 Right Slip Surface Endpoint: -111.767, 211 .719 Resisting Moment=2.082ge+007 Ib-ft Driving Moment=1.62496e+OO71b-ft Resisting Horizontal Force=97859.5 Ib Driving Horizontal Force=76344.5Ib Method: glelmoraenslem-orice FS: 1.281090 Cenler: -235.425, 362.740 Radius: 195.189 Left Slip Surface Endpoinl: -222.578,167.974 Right Slip Surface Endpoint: -111.767, 211.719 Resisting Moment=2.08171 e+007 Ib-ft Driving Moment=1.62496e+OO71b-ft Resisting Horizonlal Force=97858.8 Ib Driving Horizontal Force=76387.4 Ib Valid I Invalid Surfaces Method: spencer Number of Valid Surfaces: 15925 Number of Invalid Surfaces: 2566 Error Codes: Error Code -103 reported for 220 surfaces Error Code -106 reported for 188 surfaces Error Code -108 reported for 8 surfaces Error Code -109 reported for 1 surface Error Code -111 reported for 2149 surfaces Method: gle/moroenstern-prlce Number of Valid Surfaces: 15938 Number of Invalid Surfaces: 2553 Error Codes: Error Code -103 reported for 220 surfaces Error Code -106 reported for 188 surfaces Error Code -108 reported for 7 surfaces Error Code -109 reported for 1 surface Error Code -111 reported for 2137 surfaces Error Codes The following errors were encountered during the computation: -103 = Two surface I slope intersections, but one or more surface I nonslope external polygon Intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soil region, but may also occur on a benched slope model with two sets of Slope Limits. -106 = Average slice width is less than 0.0001 • (maximum horizontal extent of soil region). This limitation Is Imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -108 = Total driving moment or total driving force < 0.1. This Is to IimH the calculation of extremely high safety factors If the driving force Is very small (0.1 is an arbitrary number). -109 = Solltype for slice base not located. This error should occur very rarely, H at all. It may occur H a very low number of slices Is combined with certain soil geometries, such that the midpoint of a slice base is actually outside the soli region,even though the slip surface is wholly within the soil region. -111 = safety factor equation did not converge I I I I I I I I I I I I I I I I I I I I I List of All Coordinates I SIlI!.rQh Grig -407.017 230.735 -3.273 230.735 I I -3.273 450.743 -407.017 450.743 I -293.624 131.949 -170.632 162.424 I -163.129 165.310 -158.902 166.252 -133.057 171.786 -66.140 182.890 I -38.650 192.096 -26.857 193.961 -24.615 194.768 20.000 201.918 I Mat!![iil! !k!YOQm -272.705 148.955 -261.506 150.593 I -241.689 155.135 -227.238 159.541 -207.917 167.773 I -205.990 168.266 -187.357 173.529 -173.573 177.346 -172.793 177.548 I -171.543 177.827 -149.834 180.728 -137.872 183.030 -109.599 185.386 I -99.795 186.061 -96.507 186.831 -72.204 193.123 -57.388 196.753 I -51.570 198.283 -32.834 203.594 -30.884 204.193 -29.639 204.683 I -12.146 212.470 -7.503 214.527 I Mat!!oil! ~yngm -400.000 118.632 -335.705 122.528 I M!!l!!rllli ~YoQm -335.705 122.528 -283.971 144.680 I MlIl!!ri5!1 BQYOQ5!!)! -188.950 182.000 I I I I -179.973 182.000 I -171.186 186.000 I External Boundary 20.000 68.632 I 20.000 201.918 20.000 228.129 18.007 228.048 12.475 227.822 I 12.261 227.901 11.749 228.071 8.764 226.489 7.684 225.872 I 0.264 218.132 -0.132 217.791 -1.097 217.363 -1.755 217.243 I -1.830 217.231 -5.107 215.250 -6.104 214.663 -6.632 214.340 I -7.503 214.527 -9.260 214.904 -11.560 215.341 I -14.399 215.225 -24.873 214.746 -33.717 214.288 -41.314 213.840 I -47.937 213.394 -53.785 212.941 -59.010 212.477 -60.456 212.336 I -63.895 212.031 -68.453 211.626 -72.665 211.252 -76.570 210.905 I -80.198 210.767 -83.580 210.864 -86.739 210.954 -89.696 211.039 I -92.470 211.118 -95.078 211.193 -112.615 211.746 I -137.134 211.992 -170.260 190.000 -171.079 189.454 -179.359 186.000 I -188.950 182.000 -235.791 162.463 -244.022 158.439 -244.341 158.332 I -244.729 158.201 -245.211 158.040 I I I I -245.824 157.834 I -246.630 157.566 -247.735 157.197 -249.344 156.663 -251.898 155.815 I -253.935 155.137 -256.661 154.239 -268.036 150.493 -272.705 148.955 I -279.865 146.597 -281.853 145.669 -283.971 144.680 I -287.048 146.242 -288.002 146.726 -290.884 146.306 -312.314 146.401 I -344.898 146.918 -350.292 146.663 -384.657 127.024 -397.952 119.786 I -400.000 118.632 -400.000 68.632 SupPOrt I -179.359 186.000 -154.359 186.000 SupPOrt I -174.564 188.000 -149.564 188.000 I SupPOrt -170.261 190.000 -145.261 190.000 I SupPOrt -167.248 192.000 -142.248 192.000 I SupPOrt -164.235 .194.000 -139.235 194.000 I SupPOrt -161.223 196.000 '136.223 196.000 I SuPPOrt -158.210 198.000 -133.210 198.000 I SuPPOrt -155.197 200.000 -130.197 200.000 I SuPPOrt I I -152.185 -127.185 Sygggrt -149.172 -124.172 ~ul1gg[! -146.159 -121.159 Suggg[! -143.146 -118.146 ~ullgg[! -140.134 -115.134 202.000 202.000 204.000 204.000 206.000 206.000 208.000 208.000 210.000 210.000 I I I I I I I I I I I I I I I I I I I .-.. ____________ --11 _-_--__ -_-~_ _------1------l g--i 1 i J j , 1 1 1 ~ 1 , J ~ l§-j i , 1 1 ~ • 1. 50 2.00 2 .50 3 .00 3.50 4.00 4 .50 5.0 0 5 .50 6 .00 + " • [MunlclpaJWastO] ,,-, \\( \ \ 1-405 -Defoor Property Reinforced Soil Slope , Sta 11 +00 Length of Reinforcing = Unreinforced Spencer's Method , FS < 1.5 Ploned Static Loading New Fin Ren ton Formation ) w ~~~--T ....... I --~ ~ -. ~-----r-.....--.--r -~~---.-", , ~------. ~ ~--'--"'--,-.on _~nn -4M _~nn .")nn I i j ~ j ~ , ; ~i i • 0-; Safet.y Fa O. 0.50 1.00 1.50 2 .00 2.50 3 .00 3.50 4.00 4.50 5.00 5 .50 6.00'" c • IMunlcipal Waste ' \ \ _ ~"'<nn '" _ _~.~ 1iiiiiiiiI ~1IIIiII .• ~_ 1-405 • Defoor Property Re inforced So il Slope , Sta 11 +00 Length of Reinforcing = 45 feet Spencer's Method , FS < 1.5 Plotted Static Loading w • ---- L New Fill 'Rento n Fonnallon I 1 __r .... , -_~ ____ -_. _1 1 1 g..j • 1 ; -i • J ~ i J 1 j 1 -I , j .1 ! .. ______ -_. -_I--t _ Safety Fa r • O. 0.50 1. 00 1. 50 2.00 2.50 3.00 3 .50 4.00 4.50 5.00 5 .50 6 .00+ • ----------_ ... _, 1-405 -Defoor Property Reinforced Soil Slope , Sta 11 +00 1 Length of Reinforc ing = 45 feet Spencer's Method , 10 Lowest FS Plotted Block Sliding 11.721 " '- Res idual So iVConuvium , /" / :2 1 ttl" ,Now Fin Renton Formation w --~T· . ...--.-.~--,...--~ --.--~ -...... --.---'~ ~. .<nn .A M .• M _')nn ~ I'V\ ! J 1 < 1 ~ < , ~ j 1 ~ • 1 ~j i C>-- • [M unicipal Waste -Seismic l \ \ \ 11 -405 -Defoor Property Re inforced Soil Slope, Sta 11 +00] length of Reinforcing = 45 feet Spencer's Method , FS < 1.1 Plotted Seismic loading '" "" ~o.~ J 1 1IIi ~ '-';" _ '. ..... . _,~ __ -_~_' -.. -__ -_~-_-._r-..-I I I I I I I I I I I I I I I I I I I I Slide Analysis Information Document Name File Name: Stall +00_Static-NoReinforcing_RevA_062909.sli Project Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLEIMorgenstern-Price with interslice force function: Half Sine Spencer . Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search . Radius increment: 10 Composite Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed Load Constant Distribution, Orientation: Vertical, Magnitude: 250lblft2 Material Properties Material: New Fill Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface: None Material: Residual SoilfColluyium Strength Type: Mohr-Coulomb Unit Weight: 130 Ib/ft3 Cohesion: 0 psI Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 Ib/ft3 Cohesion: 2100 psI Friction Angle: 32 degrees Water Surface: None Material: Municipal Waste Strength Type: Mohr-Coulomb Unn Weight: 120 Iblft3 Cohesion: 300 psI Friction Angle: 28 degrees Water Surface: None Global Minimums Center: -304.570, 461.842 Radius: 303.092 Left Slip Surface Endpoint: -178.816, 186.069 Right Slip Surface Endpoint: -110.790, 228.788 Resisting Moment=3.9477e+006 Ib-ft Driving Moment=3.56702e+006 Ib-ft Resisting Horizontal Force=10882.8 Ib Driving Horizontal Force=9833.36 Ib Method: gle/morgenstern-price FS: 1.106750 Center: -304.570, 461.842 Radius: 303.092 Left Slip Surface Endpoint: -178.816,186.069 Right Slip Surface Endpoint: -110.790, 228.788 Resisting Moment=3.9478e+006 Ib-ft DrMng Moment=3.56702e+006 Ib-ft Resisting Horizontal Force= 10882.9 Ib Driving Horizontal Force=9833.18 Ib Valid !Invalld Surfaces Method: spencer Number 01 Valid Surfaces: 16994 Number 01 Invalid Surfaces: 1497 Error Codes: Error Code -106 reported lor 9 surfaces Error Code -107 reported for 1435 surfaces Error Code -108 reported for 24 surfaces Error Code -111 reported lor 27 surfaces ErrQr Code -112 reported lor 2 surfaces Method: gle/morgenstern-price I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Number of Valid Surfaces: 17014 Number of Invalid Surfaces: 1477 Error Codes: Error Code -106 reported for 9 surfaces Error Code -107 reported for 1435 surfaces Error Code -108 reported for 24 surfaces Error Code -111 reported for 7 surfaces Error Code -112 reported for 2 surfaces Error Codes The following errors were encountered during the computation: -106 = Average slice width is less than 0.0001 • (maximum horizontal extent of soil region). This limitation is .Imposed to avoid numerical errors which may result from too many slices. or too small a slip region. -107 = Total driving moment or total driving force is negative. This will occur if the wrong failure direction is specified. or ~ high external or anchor loads are applied against the failure direction. -108 = Total driving moment or total driving force < 0.1. This Is to IIm~ the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbitrary number). -111 = safety factor equation did not converge -112 = The coefficient M-Alpha = cos(alpha)(1 +tan(alpha)tan(phi)/F) < 0.2 for the final iteration of the safety factor calculation. This screens out some slip surfaces which may not be valid In the context of the analysis. in particular. deep seated slip surfaces ~h many high negative base angle slices in the passive zone. List of All Coordinates Search Grid -431.061 -41.859 -41.859 -431.061 239.292 239.292 461.842 461.842 Material Boundarv -400.000 110.000 -320.000 126.000 -250.000 140.000 -236.900 143.200 -189.100 161.600 -43.600 189.200 20.000 219.000 I I Material Boundary I -266.600 143.300 -257.000 144.400 -238.800 147.700 -206.000 156.100 I -143.700 179.700 -96.700 188.200 -73.600 190.800 I -44.100 202.000 -23.700 208.300 -3.300 218.000 9.400 226.900 I Material Boundary -320.000 126.000 -273.600 140.300 I Material Boundary -195.378 178.000 -182.465 178.000 I Extemal Boundary -400.000 0.000 20.000 0.000 I 20.000 219.000 20.000 229.000 11.900 228.200 I 9.400 226.900 6.900 228.200 -113.100 228.800 -126.300 220.000 I -129.300 218.000 -172.800 189.000 -178.958 186.000 -183.063 184.000 I -187.168 182.000 -195.378 178.000 -266.600 143.300 -273.600 140.300 I -277.600 142.200 -300.000 140.700 -346.000 142.700 -371.000 134.100 I -400.000 115.000 -400.000 110.000 W IIt!![ T i!t!1!! I -400.000 110.000 20.000 130.000 Distributed Load I -113.100 228.800 6.900 228.200 I I I I I I I I I I I I I I I I I I I I I I Slide Analysis Information Document Name File Name: Sta11 +00_Static_RevA_062909.sli Prolect Settlnas Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 Ib/ft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Nuinbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLEIMorgenstern-Price with interslice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius increment: 10 Composite Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loadlna 1 Distributed Load present: Distributed Load Constant Distribution, Orientation: Vertical, Magnitude: 250 Ib/ft2 Material Properties Material: New Fill Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface: None Malerial: Residyal Soil/Colluvium Strength Type: Mohr-Coulomb Unit Weight: 130 Ib/lt3 Cohesion: 0 psI Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 Ibllt3 Cohesion: 2100 psI Friction Angle: 32 degrees Water Surface: None Material: Municipal Waste Strength Type: Mohr-Coulomb Unij Weight: 120 Ibllt3 Cohesion: 300 psI Friction Angle: 28 degrees Water Surface: None Support Properties SupPOrt: SupPOrt 1 Support 1 Support Type: GeoTextile Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear StrenQ1h Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 IbIft Pullout Strength Adhesion: 0 Iblft2 Pullou1 Strength Friction Angle: 30 degrees Global Minimums Center: -324.030, 322.748 Radius: 186.484 Lelt Slip Surface Endpoint: -244.102,154.261 Right Slip Surface Endpoint: -240.612, 155.962 Resisting Moment=413.264 Ib-It Driving Moment=277.118 Ib-It Resisting Horizontal Force=I.99223 Ib Driving Horizontal Force=I.33591 Ib Method: ple/morgenstem-orlce FS: 1.491300 Center: -324.030, 322.748 Radius: 186.484 Lelt Slip Surface Endpoint: -244.102, 154.261 Right Slip Surface Endpoint: -240.612, 155.962 Resisting Moment=413.265 Ib-It Driving Moment=277.118 Ib-It Resisting Horizontal Force= 1.99223 Ib Driving Horizontal Force=I.33591 Ib I I I I I I I I I I I , II I I I I I I I I I I I I I I I I I I I I I I I I I I Valid I Invalid Surfaces Method: spencer Number of Valid Surfaces: 15283 Number of Invalid Surfaces: 3208 Error Codes: Error Code -106 reported for 9 surfaces Error Code -107 reported for 1435 surfaces Error Code -108 reported for 114 surfaces Error Code -111 reported for 1648 surfaces Error Code -112 reported for 2 surfaces Method: gle/morgenstern-price Number of Valid Surfaces: 15222 Number of Invalid Surfaces: 3269 Error Codes: Error Code -106 reported for 9 surfaces Error Code -107 reported for 1435 surfaces Error Code -108 reported for 114 surfaces Error Code -111 reported for 1709 surfaces Error Code -112 reported for 2 surfaces Error Codes The following errors were encountered during the computation: -106 = Average slice width is less than 0.0001 • (maximum horizontal extent of soil region). This limitation is imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -107 = Total driving moment or total driving force is negative. This will occur if the wrong failure direction is specified, or if high external or anchor loads are applied against the failure direction. -108 = Total driving moment or total driving force < 0.1. This is to limit the celculatlon of extremely high safety factors if the driving force is very small (0.1 Is an arbitrary number). -111 = safety factor equation did not converge - -112 = The coefficient M-Alpha = cos(alpha)(1+tan(alpha)tan(phi)/F) < 0.2 for the final iteration of the safety factor calculation. This screens out some Slip surfaces which may not be valid In the context of the analysis, in particular, deep seated slip surfaces with many high negative base angle slices in the passive zone. List of All Coordinates I I Seilrch larid I -431.061 239.292 -41.859 239.292 -41.859 461.842 -431.061 461.842 I M!I!erial Boundilrv -400.000 110.000 I -320.000 126.000 -250.000 140.000 -236.900 143.200 -189.100 161.600 I -43.600 189.200 20.000 219.000 M!I!erjal Boundilry I -266.600 143.300 -257.000 144.400 -238.800 147.700 -206.000 156.100 I -143.700 179.700 -96.700 188.200 -73.600 190.800 -44.100 202.000 I -23.700 208.300 -3.300 218.000 9.400 226.900 MiI!eriill Boundilry I -320.000 126.000 -273.600 140.300 I Materiill Boundilry -178.958 186.000 -142.428 186.000 I Ml!Ierial Boundilry -126.300 220.000 -83.648 220.000 I Ml!Ieri!!l Boundilry -183.063 184.000 -149.436 184.000 I Ml!Ierial Boundilry -187.168 182.000 -155.065 182.000 I Millerial Boyndary -195.378 178.000 I -182.465 178.000 Externill Boyndary -400.000 0.000 I 20.000 0.000 20.000 219.000 I I 1 I 20.000 229.000 I 11.900 228.200 9.40ii 226.900 6.900 228.200 -113.100 228.800 I -126.300 220.000 -129.300 218.000 -172.800 189.000 -178.958 186.000 I -183.063 184.000 -187.168 182.000 -195.378 178.000 1 -266.600 143.300 -273.600 140.300 -277.600 142.200 -300.000 140.700 I -346.000 142.700 -371.000 134.100 -400.000 115.000 -400.000 110.000 I W WII[ Iilble -400.000 110.000 20.000 130.000 I DI~lribl!l~ !,Qilg -113.100 228.800 6.900 228.200 I- 178.000 -150.378 178.000 I SupPOrt -191.273 180.000 1 -146.273 180.000 SuPPOrt -187.168 182.000 I -142.168 182.000 SupPOrt -183.063 184.000 1 -138.063 184.000 SupPOrt -178.958 186.000 I -133.958 . 186.000 SuPPOrt -174.853 188.000 I -129.853 SupPOrt 188.000 . I -171.300 190.000 -126.300 190.000 I I I I SugllQrt I -16B.300 192.000 -123.300 192.000 194.000 I -120.300 194.000 I QI.!I2IlQ!1 -162.300 196.000 -117.300 196.000 I 19B.000 -114.300 19B.000 I SYI2IlQ!1 -156.300 200.000 -111.300 200.000 I 202.000 I -10B.300 202.000 ~YI2IlQ!1 -150.300 204.000 I -105.300 204.000 Q!.!I2IlQ!1 -147.300 206.000 I -102.300 206.000 SYI2IlQ!1 -144.300 20B.000 I -99 .. 300 20B.000 SUggQ!1 -141.300 210.000 I -96.300 210.000 SYI2IlQ!1 I -13B.300 212.000 -93.300 212.000 QYIlIlQ!:I I -135.300 214.000 -90.300 214.000 SYIlIlQ!:I I -132.300 216.000 -B7.3oo 216.000 21B.000 I -84.300 21B.000 I I I I I SuPPOrt -126.300 220.000 , -81.300 220.000 , I I I I I I· I I I I I I I I I I I Slide Analysis Information Document Name Prolect Settings Project Title: SLIDE -An Interactive Slope Stabilily Program Fallure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Un~ Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLElMorgenstern-Price with interslice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Non-Circular Block Search Number of Surfaces: 10000 Pseudo-Random Surfaces: Enabled Convex Surfaces Only: Disabled Left Projection Angle (Start Angle): 95 Left Projection Angle (End Angle): 175 Right Projectlon Angle (Start Angle): 5 Right Projection Angle (End Angle): 85 Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed Load Constant Distribution, Orientation: Vertical, Magn~ude: 250 iblft2 Material Properties Material: New Fill Strength Type: Mohr-Coulomb Un~ Weight: 130 1b1ft3 Cohesion: a pst Friction Angie: 36 degrees I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Water Surface: None Malerial: Residual Soil/Colluvium Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 0 psi Friction Angle: 36 degrees Water Surface: None Malerial: Renton Formalion Strength Type: Mohr-Coulomb Unit Weight: 140 1b1ft3 Cohesion: 2100 psI Friction Angle: 32 degrees Water Surface: None Malerial: Mynicioal Waste Strength Type: Mohr-Coulomb Un~ Weight: 120 Iblft3 Cohesion: 300 psi Friction Angle: 28 degrees Water Surface: None Support Properties Supoort: SUPP9rt 1 Support 1 . Support Type: GeoTextile Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Linear Strip Coverage: 100 percent Tensile Strength: 1250 Ibift Pullout Strength Adhesion: 0 Iblft2 Pullout Strength Friction Angle: 30 degrees Global MInImums Axis Location: -195.730, 304.595 Left Slip Surface Endpoint: -195.574, 1n.905 Right Slip Surface Endpoint: -94.284, 228.706 Resisting Moment: 1.8405ge+007 Ib-ft Driving Moment=1.07164e+0071b-ft Resisting Horizontal Force= 123419 Ib Driving Horizontal Force=71857.5Ib Method: gle/morgenstern-prlce FS: 1.717110 Axis location: -195.730, 304.595 Left Slip Surface Endpoint: -195.574, 1n.905 Right Slip Surface Endpoint: -94.284, 228.706 ReSisting Mornent=1.84091e+007Ib-ft Driving Moment=1.0721e+007Ib-ft Resisting Horizontal Force= 123355 Ib Driving Horizontal Force=7t839lb Valid I Invalid Surfaces Method: spencer Number of Valid Surfaces: 2694 Number of Invalid Surfaces: 7307 Error Codes: Error Code -108 reported for 2477 surfaces Error Code -111 reported for 2589 surfaces Error Code -112 reported for 2241 surfaces Number of Invalid Surfaces: 7344 Error Codes: Error Code -108 reported for 2352 surfaces Error Code -111 reported for 2760 surfaces Error Code -112 reported for 2232 surfaces Error Codes The following errors were encountered during the computation: -108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the driving force Is very small (0.1 Is an arbitrary number). -111 = safety factor equation did not converge -112 = The coefficient M-Alpha = cos(alpha)(l+tan(alpha)tan(phi)/F) < 0.2 for the final iteration of the safety factor calculation. This screens out some slip surfaces which may not be valid in the context of the analysis, in particular, deep seated slip surfaces with many high negative base angle slices In the passive zone. List of All Coordinates Non-Clrc. Failure Surface -196.659 177.376 -140.492 177.376 -66.092 228.565 . Material Boundary -400.000 110.000 -320.000 126.000 -250.000 140.000 -236.900 143.200 -189.100 161.600 -43.600 189.200 20.000 219.000 Material Boundary I I I I I I I I I I I I I I I I I I I --------- I I -266.600 143.300 I -257.000 144.400 -238.800 147.700 -206.000 156.100 -143.700 179.700 I -96.700 188.200 -73.600 190.800 -44.100 202.000 -23.700 208.300 I -3.300 218.000 9.400 226.900 I -273.600 140.300 I Material Boundary -178.958 186.000 -142.428 186.000 I Material Boundary -126.300 220.000 -83.648 220.000 I Material Boundary -183.063 184.000 -149.436 184.000 I MaleCla! Boundary -187.168 182.000 -155.065 182.000 I Malerla! Boundary -195.378 178.000 -182.465 178.000 I External Boundary -400.000 0.000 20.000 0.000 I 20.000 219.000 20.000 229.000 11.900 228.200 9.400 226.900 I 6.900 228.200 -113.100 228.800 -126.300 . 220.000 -129.300 218.000 I -172.800 189.000 -178.958 186.000 -183.063 184.000 -187.168 182.000 I -195.378 178.000 -266.600 143.300 -273.600 140.300 I -277.600 142.200 -300.000 140.700 I I I I -346.000 142.700 I -371.000 134.100 -400.000 115.000 -400.000 110.000 W§lllr Ti!!2I!i! I -400.000 110.000 20.000 130.000 I Distri!2uted Loru:! -113.100 228.800 6.900 228.200 I FocuslBlock Silarch Window -187.168 182.000 -187.168 176.386 I -174.502 176.386 -174.502 182.000 Focus/Block Sei!rch Window I -168.223 182.000 -168.223 176.177 -141.957 176.177 -141.957 181.932 I 178.000 I -150.378 178.000 180.000 I -146.273 180.000 §Urm!lr:! -187.168 182.000 I -142.168 182.000 SIlrm!lr:! -183.063 184.000 I -138.063 184.000 §UDDOr:! -178.958 186.000 I -133.958 186.000 §1l121l!2r:! -174.853 188.000 I -129.853 188.000 §UI2IlQr:! I -171.300 190.000 -126.300 190.000 §UI2I2!lr:! I -168.300 192.000 -123.300 192.000 I I I I I SupPort -165.300 194.000 -120.300 194.000 I SupPOrt -162.300 196.000 -117.300 196.000 I SuPPOrt -159.300 19B.00O -114.300 19B.000 I SupPOrt -156.300 200.000 -111.300 200.000 I SupPOrt -153.300 202.000 -10B.300 202.000 I SupPOrt -150.300 204.000 -105.300 204.000 I SuPPOrt -147.300 206.000 -102.300 206.000 I SuPPOrt -144.300 20B.000 -99.300 20B.000 I SupPOrt -141.300 210.000 -96.300 210.000 I SupPOrt -13B.300 212.000 I -93.300 212.000 SuPPOrt -135.300 214.000 I -90.300 214.000 SupPOrt -132.300 216.000 I -B7.300 216.000 SuPPOrt -129.300 21B.000 I -84.300 21B.000 SupPOrt -126.300 220.000 I -Bl.300 220.000 I I Slide Analysis Information Document Name Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLElMorgenStern-Price with intersllce force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius increment: 10 Compos~e Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading Seismic Load Coefficient (Horizontal): 0.22 Material ProDertles Maleria!: New Fill -Seismic Strength Type: Mohr-Coulomb Un" Weight: 130 Iblft3 Cohesion: 200 psf Friction Angle: 34 degrees Water Surface: None Material: Residual Soli/Colluvium -SeismiC Strength Type: Mohr-Coulomb I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Unit Weight: 130 Iblft3 Cohesion: 200 pst Friction-Angle: 36 degrees Water Surface: None Material: Renton Formation -Seismic Strength Type: Mohr-Coulomb Unit Weight: 140 Iblft3 Cohesion: 2100 psf Friction Angle: 32 degrees Water Surface: None. Material: Municipal Waste -Seismic Strength Type: Mohr-Coulomb Unit Weight: 120 1b1ft3 Cohesion: 300 pst Friction Angle: 28 degrees Water Surface: None SupPOrt PropertIes Suoport: SupPOrt 1 Support 1 Support Type: GeoTextile Force Application: Passive _ Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 IbIft Pullout Strength Adhesion: 0 1b1ft2 Pullout Strength Friction Angle: 30 degrees Global MInImums Center: -275.380, 461.842 Radius: 311.001 left Slip Surface Endpoint: -248.784,151.980 Right Slip Surface Endpoint: -69.681, 228.583 Resisting Moment=8.97612e+007 Ib-ft Driving Moment=8.05137e+0071b-ft Resisting Horizontal Force=262851 Ib Driving Horizontal Force=235n1 Ib Method: gle/morgenstern-price FS: 1.112110 Center: -275.380, 461.842 Radius: 311.001 left Slip Surface Endpoint: -248.784,151.980 Right Slip Surface Endpoint: -69.681, 228.583 Resisting Moment=8.95405e+OO7 Ib-ft Driving Moment=8.05137e+OO7Ib-ft Resisting Horizontal Force=262424 Ib Driving Horizontal Force=2359681b Valid I Invalid Surfaces Method: spencer Number of Valid Surfaces: 16986 Number of Invalid Surfaces: 1505 Error Codes: Error Code -106 reportad for 9 surfaces Error Code -108 reportad for 4 surfaces Error Code -111 reporiad for 1492 surfaces Method: gle/morgenstern·price Number of Valid Surfaces: 17141 Number of Invalid Surfaces: 1350 Error Codes: Error Code -106 reportad for 9 surfaces Error Code -108 reportad for 1 surface Error Code -111 reportad for 1340 surfaces Error Codes The following errors were encounterad during the computation: -106 = Average slice width Is less than 0.0001 • (maximum horizontal extenl of soli region). This limitation is imposad 10 avoid numerical errors which may resullfrom too many slices, or too small a slip region. -108 = Tolal driving moment or lotal driving force < 0.1. This is 10 IImillhe calculation of extremely high safety factors H Ihe driving force is very small (0.1 Is an arbitrary number). -111 = safety factor equation did nol converge List of All Coordinates Search Grid -431.061 -41.859 -41.859 -431.061 239.292 239.292 461.842 461.842 Material Boundary -400.000 110.000 -320.000 126.000 -250.000 140.000 -236.900 143.200 -189.100 161.600 -43.600 189.200 20.000 219.000 Malerial Boundary -266.600 143.300 1 1 1 1 1 1 1 1 1 I. 1 I I 1 1 I 1 1 I I I -257.000 144.400 I -238.800 147.700 -206.000 156.100 -143.700 179.700 -96.700 188.200 I -73.600 190.800 -44.100 202.000 -23.700 208.300 -3.300 218.000 I 9.400 226.900 Mal!ilri5l1 BQu!ldilrl I -320.000 126.000 -273.600· 140.300 MiIIllriill Boyngilrl I -178.958 186.000 -142.428 186.000 Materi!!! Boundilrl I -126.300 220.000 -83.648 220.000 Mill!!tilll ~yngilrl I -183.063 184.000 -149.436 184.000 MiII!ilrlgJ ~Y!lgl!rl I -187.168 182.000 -155.065 182.000 MiIIllrlgJ ~undilrl I -195.378 178.000 -182.465 178.000 !;!\I!ilmlll ~Qyngilrl I -400.000 0.000 20.000 0.000 20.000 219.000 I 20.000 229.000 11.900 228.200 9.400 226.900 6.900 228.200 I -113.100 228.800 -126.300 220.000 -129.300 218.000 -172.800 189.000 I -178.958 186.000 -183.063 184.000 -187.168 182.000 -195.378 178.000 I -266.600 143.300 -273.600 140.300 -277.600 142.200 I -300.000 . 140.700 -346.000 142.700 I I I I -371.000 134.100 I -400.000 115.000 -400.000 110.000 W~ler Table I -400.000 110.000 20.000 130.000 SYI:l!l2!l I -195.378 178.000 -150.378 178.000 I2YI2!l2!l I -191.273 180.000 -146.273 180.000 SUI2!lQ!l I -187.168 182.000 -142.168 182.000 I SYI2!l2!l -183.063 184.000 -138.063 184.000 I SUIl!l2!l -178.958 186.000 -133.958 186.000 I I2YI2!l2!l -174.853 188.000 -129.853 188.000 I I2YI2!l2!l -171.300 190.000 -126.300 190.000 I l;!Y!l!l2!l -168.300 192.000 -123.300 192.000 I I2YI:l!l2!l -165.300 194.000 I -120.300 194.000 SYI2!lQ!l -162.300 196.000 I -117.300 196.000 198.000 I -14.300 198.000 200.000 I -111.300 200.000 I I I I SupPOrt -153.300 202.000 I -108.300 202.000 SUpPOrt -150.300 204.000 I -105.300 204.000 SUpPOrt I -147.300 206.000 -102.300 206.000 SuPPOrt I -144.300 208.000 .-99.300 208.000 SupPOrt I -141.300 210.000 -96.300 210.000 SupPOrt I -138.300 212.000 -93.300 212.000 I 214.000 -90.300 214.000 Support I -132.300 216.000 -87.300 216.000 I SupPOrt -129.300 218.000 -84.300 218.000 I SupPOrt -126.300 220.000 -81.300 220.000 I I I I I I I J ~ J ~ 1 &-i NI ~ 1 l ] I 01 ~ J j ~ I 1 ~ Safety Fa' " O. 0.50 LOO LS~ 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00+ ~ -_._--------._-----'--" ----------_. Defoor Property Reinforced Soil Slope. Sta 11 I Lengtn of Reinforcing = Unreinforced Spencer's Method. FS < 1.5 Plotted .-----------~==------------~, lM:~nicipal Waste I \ , / iNew Fill! /. -""" JRenton Formationl w I ·1 ... ·:.I:a.···~:_-rr-_~ ... ;;;;---_~r~_' ..... _~._~.:;:;;: ... :_..,.-_____ ~_J~~_-"I_~_~~._:~_ I ---------------------------------1 ~ 1 J 0' o---l N, i 1 I ' I l 1 0; ~ , 1 0.50 1. 00 1. 50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00+ -t.-,~-...-~ ~.~ .. ~... .-,..,-' I I 1-405 -Defoor Property Reinforced Soil Slope, Sta 11 +50 Length of Reinforcing = 45 feet Spencer's Method, FS < 1.5 Plotted ! Static Loading I ~ [New Filii .... I Renton Formation 1 w ~~~~~~-'-"---"T'---,"'-"-'r"-'-l--.--.··,"'.---y-r""""'-'·T-f~"'-""''''''''''''''''~~'''-'--'--'--i i-'--~"'" i T~''''''''-'-'--'''-''-''-------r-'---'--'-'-r-'-~-~ ">'",, ............ ....,:,,' ......... ..,...... .. J J 0, g. i ] J J 1 , 1 i o· 21 ~ 1 1 1 I ~ 1 1 i Safety Fa' O. 0.50 1. 00 1. 50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00+ ------- ~ 1-405 -Defoor Property Reinforced Soil Slope, Sta 11 +50 Length of Reinforcing = 45 feet Spencer's Method, FS < 1.5 Plotted Block Sliding 11.68) w ~ "'-. " .-...... 1 Renton Formation! ;_~_-'-_,--.--_~:;_. T_'_~ ~--~ __ ~ _~~;T-_'-T_~_~_~-~.c-_~_ fT',afe",tY fa C I ------------------- I j _ 0.50 -------------,,--------, ~022 I 1 I , I J , , 'g-j 1 j I 1 1 ~ : J I 1 J ~ 1 1. 00 1. 50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00+ , i. 1-405 -Defoor Property Reinforced Soil Slope, Sta 11 +501 Length of Reinforcing = 45 feet I Spencer's Method, FS < 1.1 Plotted ' I Seismic Loading I ., ,- ~ ,,~ v~ \ . . -, ' ~, I . I ! j 111111 11111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 I I , j I 1 r ~l-'-'-'''''''''-'--' ,-. 1 i i---..--......-.-I~r--.,. ..... -...,--.-·'-~~---r-;~·r-.,.-.....,..,...;-t -'-r'-'-""-'-r"-'-'-"-, , -.,.-..--I i i-'---'-'--'--'~"-I~"""""-'~-"--'---' r ~ -=:1:1'1 Cnn Ac:n Ann ""en ." ... \ ... "'... .......... ...... _... ... __ Slide Analysis Information Document Name File Name: Stall +50_Static-NoReinlorcing_RevA_062909.sli Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Un~s 01 Measurement: Imperial Units Pore Fluid Unit Weight: 62.41b1ft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Oft Allow Ru ~h Water Surfaces or Grids: Oft Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLEIMorgenstem-Price with interslice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of Iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius increment: 10 Compos~e Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed Load Constant Distribution, Orientation: Vertical, Magn~de: 2501b1ft2 Material Properties Material: New All Strength Type: Mohr-Coulomb Unn Weight: 130 Iblft3 Cohesion: ° psf Friction Angle: 36 degrees Water Surface: None Material: Residual Soil/ColluVlym I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 0 psI Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 Iblft3 Cohesion: 2100 psI Friction Angle: 32 degrees Water Surface: None Material: Mynicipal Waste Strength Type: Mohr-Coulomb Un~ Weight: 120 Iblft3 Cohesion: 300 psI Friction Angle: 28 degrees Water Surface: None Global MInImums Center: -302.395, 445.490 Radius: 287.939 Left Slip Surface Endpoint: -181.558, 184.133 Right Slip Surface Endpoint: -112.487, 229.056 Resisting Moment=3.93013e+0061b-ft Driving Moment=3.5756ge+OO6 Ib-ft Resisting Horizontal Force=11378.9 Ib Driving Horizontal Force=10352.7Ib Method: glelmoroenstem-prlce FS: 1.099240 Center: -302.395, 445.490 Radius: 287.939 Left Slip Surface Endpoint: -181.558, 184.133 Right Slip Surface Endpoint: -112.487, 229.056 Resisting Moment=3.93053e+006 Ib-ft Driving Moment=3.5756ge+006 Ib-ft Resisting Horizontal Force=11379.2Ib Driving Horizontal Force=10351.9Ib Valid !Invalld Surfaces Method: soencer Number 01 Valid Surfaces: 17300 Number 01 Invalid Surfaces: 1191 Error Codes: Error Code -103 reported for 103 surfaces Error Code -106 reported for 12 surfaces Error Code -107 reported lor 1010 surfaces Error Code -1 08 reported lor 44 surfaces Error Code -109 reported lor 1 surface Error Code -111 reported lor 20 surfaces Error Code -112 reported lor 1 surface Method: gle/morgenstern-price Number of Valid Surfaces: 17318 Number of Invalid Surfaces: 1173 Error Codes: Error Code -103 reported for 103 surfaces Error Code -106 reported for 12 surfaces Error Code -107 reported for I DID surfaces Error Code -108 reported for 46 surfaces Error Code -109 reported for I surface Error Code -112 reported for I surface Error Codes The follOwing errors were encountered during the computation: -103 = Two surface I slope intersections; but one or more surface I nonslope external polygon Intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soil region, but may also occur on a benched slope model with two sets of Slope Umits. -106 = Average slice width Is less than 0.0001 • (maximum horizontal extent of soli region). This IIm~atlon is imposed to avoid numerical errors which may result from too' many slices, or too small a Slip region. -107 = Total driving moment or total driving force is negative. This will occur H the wrong failure direction is specified, or If high external or anchor loads are applied against the failure direction. -108 = Total drMng moment or total driving force < 0.1. This is to lim~ the calculation of extremely high safety factors if the driving force is very small (0.1 Is an arb~rary number). -109 = Solltype for slice base not located. This error should occur very rarely, If at all. It may occur H a very low number of slices is combined with certain soil geometries, such that the midpalnl of a slice base is actually outside the soil reglon,even Ihough the slip surface Is 'wholly w~ln the soil region. -111 = safety factor equation did not converge -112 = The coefficient M-AJpha = COS(alpha)(1+tan(alpha)tan(phl)1F) < 0.2 for the final ~eration of the safety factor calculation. This screens out some slip surfaces which may not be valid In the context of the analYSis, in particular, deep seated slip surfaces ~h many high negative base angle slices in the passive zone. 1 1 1 I I 1 I I I '1 I I I I I I I I I I I I List of All Coordinates Search Grid I --454.880 240.686 -48.254 240.686 -48.254 450.741 -454.880 450.741 I M!I!!!ri!l1 BQung!lrl -303.755 128.933 I -259.227 137.796 -221.994 152.838 -198.417 158.099 -169.863 167.758 I -117.075 176.072 -94.577 178.523 -66.329 183.491 -60.354 184.435 I -37.555 192.639 -31.512 195.172 MIIl!!ciw' ~I!mlllrl I -252.168 148.398 -245.965 149.736 -234.806 152.697 -201.695 158.800 I -199.388 159.197 -198.864 159.415 -196.781 160.274 I -175.966 168.538 -164.942 176.000 -159.033 180.000 -158.628 180.274 I -158.442 180.370 -157.392 180.533 -138.412 183.195 -136.562 183.455 I -133.549 183.883 -128.541 184.692 -119.230 185.886 -88.314 189.753 I -73.530 191.547 -56.254 194.993 -38.714 201.170 -33.064 203.411 I -31.324 . 204.170 3.521 224.497 4.390 225.178 5.210 225.617 I 5.436 225.819 8.470 227.718 I MII!!!CIllIl2!.!ngllrl -398.113 110.354 -330.675 123.632 -303.755 128.933 I I I I Material Boundary I -330.675 123.632 -295.359 136.045 Malerlal Boundary I -31.512 195.172 20.000 210.106 External Boundary I -400.000 59.115 20.000 59.115 20.000 210.106 I 20.000 229.633 16.827 229.380 15.861 229.315 11.987 229.054 I 11.497 229.057 11.465 228.793 11.452 228.726 I 10.242 228.121 8.952 227.476 8.470 227.718 7.730 228.088 I 6.452 228.727 -54.101 228.906 -113.508 229.058 -127.096 220.000 I -142.698 209.599 -166.469 193.752 -178.826 185.515 -185.n5 182.000 I -188.100 180.824 -189.727 180.000 -193.679 178.000 -197.631 176.000 I -252.168 148.398 -261.515 143.667 -261.740 143.553 I -263.975 142.421 -264.503 142.154 -264.556 142.127 -267.268 143.428 I -267.599 143.586 -269.687 143.559 -270.337 143.550 -293.139 136.178 I -295.359 136.045 -319.963 135.600 -320.804 135.686 ; -322.482 135.807 I -345.386 137.637 -361.137 132.256 -361.303 132.197 -361.534 132.123 I -361.891 132.020 -367.640 130.351 I I I I I -395.858 111.833 -398.113 110.354 -399.068 109.726 -400.000 109.115 I W w!!r T !!bl!! -400.000 86.127 20.000 133.324 I -54.101 228.906 I 6.452 228.727 I I I I I I I I I I I I I Slide Analysis Information Document Name Prolect Settings Project nle: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Un~ Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLElMorgenstem-Price with interslice force function: Hall Sine Spencer . Number 01 slices: 25 Tolerance: 0.005 Maximum number 01 iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius Increment: 10 Compostte Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed Load Constant Distribution. Orientation: Vertical. Magnttude: 250lblft2 Material Properties Material: New Fill Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 0 psI Friction Angle: 36 degrees Water Surface: None Material: ResidYal SOil/Colluvium I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Strength Type: Mohr-Coulomb Unit Weight: 130 Ib/1l3 Cohesion: 0 psi Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 1b1ft3 Cohesion: 2100 psi Friction Angle: 32 degrees Water Surface: None Material: Municipal Waste Strength Type: Mohr-Coulomb Unit Weight: 120 Iblft3 Cohesion: 300 psi Friction Angle: 28 degrees Water Surface: None Support Properties SupPOrt: SuPPOrt 1 Support 1 Support Type: GeoTextile Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 IbIII Pullout Strength Adhesion: 0 1b1ft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Mathod: spencer FS: 1.435570 Center: -363.389. 429.736 Radius: 301.262 Lell Slip Surface Endpoint: -230.306, 159.462 Right Slip Surface Endpoint: -224.405. 162.449 Resisting Moment=2028,6 Ib-II Driving Moment=1413.09 Ib-II Resisting Horizontal Force=6.00811 Ib Driving Horizontal Force=4.18516Ib Mathod: gle/morgenstern-price FS: 1.435570 Center: -363.389, 429.736 Radius: 301.262 Lelt Slip Surface Endpoint: -230.306. 159.462 Right Slip Surface Endpoint: -224.405, 162.449 Resisting Moment=2028.6 Ib-It Driving Momenl=1413.091b-1I Resisting Horizontal Force=6.00811 Ib Driving Horizontal Force=4.18516 Ib Valid I Invalid Surfaces Method: spencer Number of Valid Surfaces: 15608 Number of Invalid Surfaces: 2883 Error Codes: . Error Code -103 reported for 103 surfaces Error Code -1 06 reported for 12 surfaces Error Code -107 reported for 1010 surfaces Error Code -108 reported for 159 surfaces Error Code -109 reported for 1 surface Error Code -111 reported for 1597 surfaces Error Code -112 reported for 1 surface Method: gle/morgenstern-price Number of Valid Surfaces: 15566 Number of Invalid Surfaces: 2925 Error Codes: Error Code -103 reported for 103 surfaces Error Code -106 reported for 12 surfaces Error Code -107 reported for 1010 surfaces Error Code -108 reported for 158 surfaces ErrorCode-l09reportedforl surface Error Code -111 reported for 1640 surfaces Error Code -112 reported for 1 surface Error Codes The following errors were encountered during the computation: -103 = Two surface I slope intersections, but one or more surface I nons lope extemal polygon Intersections lie between them. This usually occurs when the slip surface extends past the bottom of Ihe soil region, but may also occur on a benched slope model with two sets of Slope Umtts. -106 = Average slice width is less than 0.0001 • (maximum horizontal extent of soli region). This limitation is Imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -107 = Total driving moment or total driving force is negative. This will occur n the wrong failure direction Is specified, or n high external or anchor loads are applied against the failure direction. -108 = Total driving moment or total driving forca < 0.1. This is to limtt the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbitrary number). -109 = Soiltype for slice base not I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I located. This error should occur very rarely, if at all. It may occur if a very low number of slices is combined with certain soil geometries, such Ihat the midpoint of a slice base is actually outside the soil region,even though the slip surface is wholly w~hin the soil region. -111 = safety factor equation did not converge -112 = The coefficient M-Alpha = cos(alpha)(1 +tan(alpha)tan(phl)/F) < 0.2 for the final ~eratlon of the safety factor calculation. This screens out some slip surfaces which may not be valid in the context of the analysis, in particular, deep seated slip surfaces with many high negative base angle slices in the passive zone. List of All Coordinates ~~&!!. 240.686 -48.254 -48.254 -454.880 240.686 450.741 450.741 Material Boundarv -303.755 128.933 -259.227 137.796 -221.994 152.838 -198.417 158.099 -169.863 167.758 -117.075 176.072 -94.5n 178.523 -66.329 183.491 -60.354 184.435 -37.555 192.639 -31.512 195.172 Malarial Boundary -252.168 148.398 -245.965 149.736 -234.806 152.697 -201.695 158.800 -199.388 159.197 -198.864 159.415 -196.781 160.274 -175.966 168.538 -164.942 176.000 -159.033 180.000 '158.628 180.274 -158.442 180.370 -157.392 180.533 -138.412 183.195 -136.562 183.455 -133.549 183.883 -128.541 184.692 -119.230 185.886 -88.314 189.753 l I i I I -73.530 191.547 I -56.254 194.993 -38.714 201.170 -33.064 203.411 -31.324 204.170 I 3.521 224.497 4.390 225.178 5.210 225.617 5.436 225.819 I 8.470 227.718 -330.675 123.632 I -303.755 128.933 Material Boundary I -330.675 123.632 -295.359 136.045 Material Boundary I -31.512 195.172 20.000 210.106 Malerial Boundary I -1B5.n5 182.000 -165.155 182.000 I -101.918 220.000 I -159.033 180.000 -144.727 180.000 I -144.657 180.000 Materia! Boundary -193.679 178.000 I -171.406 178.000 Materia! Boundary I -197.631 176.000 -175.545 176.000 Materia! Boundary I -175.545 176.000 -164.942 176.000 -152.631 176.000 -144.727 180.000 I -140.n5 182.000 -138.412 183.195 -136.621 184.000 External Boundary I -400.000 59.115 I I I I I 20.000 59.115 20.000 210.106 20.000 229.633 16.827 229.380 I 15.861 229.315 11.987 229.054 11.497 229.057 11.465 228.793 I 11.452 228.726 10.242 228.121 8.952 227.476 8.470 227.718 I 7.730 228.088 6.452 228.727 -54.101 228.906 -113.508 229.058 I -127.096 220.000 -142.698 209.599 -166.469 193.752 I -178.826 185.515 -185.n5 182.000 -188.100 180.824 -189.727 180.000 I -193.679 178.000 -197.631 176.000 -252.168 148.398 -261.515 143.667 I -261.740 143.553 -263.975 142.421 -264.503 142.154 -264.556 142.127 I -267.268 143.428 -267.599 143.586 -269.687 143.559 -270.337 143.550 I -293.139 136.178 -295.359 136.045 -319.963 135.600 I -320.804 135.686 -322.482 135.807 -345.386 137.637 -361.137 132.256 I -361.303 132.197 -361.534 132.123 -361.891 132.020 -367.640 130.351 I -395.858 111.833 -398.113 110.354 -399.068 109.726 -400.000 109.115 I Walt![ I!!!lle -400.000 86.127 20.000 133.324 I Di§!ri!2uted boad -113.508 229.058 I I I I -54.101 228.906 I 6.452 228.727 SuggQ!l -197.631 176.000 I -152.631 176.000 SYI2IlQ!l -193.679 178.000 I -148.679 178.000 SugllQ!l -189.727 180.000 I -144.727 180.000 §1.!(lgQ!l -185.775 182.000 I -140.775 182.000 §ygl2Q!l -181.821 184.000 I -136.821 184.000 §YI2IlQ!l I -178.099 186.000 -133.099 186.000 §UI2IlQ!l I -175.098 188.000 -130.098 188.000 SId12gSUl I -172.098 190.000 -127.098 190.000 SUI!Il2!l I -169.098 192.000 -124.098 192.000 §1l12llQ!l I -166.098 194.000 -121.098 194.000 §1l(lgQ!l I -163.098 196.000 -118.098 196.000 SI.!I2IlQ!l I -160.098 198.000 -115.098 198.000 SIlIlllQ!l I -157.097 200.000 -112.097 200.000 SIlI2llQ!l I -154.097 202.000 I I I I -109.097 202.000 I SUpPOrt -151.097 204.000 I -106.097 204.000 SUpPOrt -148.097 206.000 I -103.097 206.000 SUpPOrt -145.097 208.000 I -100.097 208.000 Supoort -142.097 210.000 I -97.097 . 210.000 SupPOrt -139.096 212.000 I -94.096 212.000 SuPPOrt I -136.096 214.000 -91.096 214.000 SuPPOrt I -133.096 216.000 -88.096 216.000 I 218.000 -85.096 218.000 SupPOrt I -127.096 220.000 -82.096 220.000 I I I I I I I Slide Analysis Information Document Name Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLElMorgenstern-Price with intersllce force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Non-Circular Block Search Number of Surfaces: 10000 Pseudo-Random Surfaces: Enabled Convex Surfaces Only: Disabled Left Projection Angle (Start Angle): 95 Left Projection Angle (End Angle): 175 Right Projection Angle (Start Angle): 5 Right Projection Angle (End Angle): 85 Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed Loed Constant Distribution, Orientation: Vertical, Magnitude: 250 1b11t2 Material Properties Malerial: New Fill Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 0 psf Friction Angle: 36 degrees I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Water Surface: None Material: Residual Soil/Colluvium Strength Type: Mohr-Coulomb Unit Weight: 130 Ib/ft3 Cohesion: 0 psI Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 Ib/ft3 Cohesion: 2100 psI Friction Angle: 32 degrees Water Surface: None Material: Municipal Waste Strength Type: Mohr-Coulomb Un" Weight: 120 1b1ft3 Cohesion: 300 psI Friction Angle: 28 degrees Water Surface: None Support Properties SuPPOrt: SuPPOrt 1 Support 1 Support Type: GeoTextile Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 Ibift Pullout Strength Adhesion: 0 Iblft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Method: spencer FS: 1.683560 Axis Location: -200.529, 305.559 Left Slip Surface Endpoint: -198.655,175.481 Right Slip Surface Endpoint: -95.343, 229.011 Resisting Moment=1.92388e+0071b-ft Driving Moment=1.14274e+0071b-ft Resisting Horizontal Force=125522lb Driving Horizontal Force=74557.6Ib Method: gle/moroenslem-Dr!ce FS: 1.882430 Axis Location: -200.529, 305.559 Left Slip Surface Endpoint: -198.655, 175.481 Right Slip Surface Endpoint:-95.343, 229.011 Resisting Moment=1.9236e+007Ib-ft Driving Moment=1.14335e+0071b-ft Resisting Horizontal Force= 125503 Ib Driving Horizontal Force=74596.2 Ib Valid I Invalid Surfaces Method: sooncer Number of Valid Surfaces: 2685 Number of Invalid Surfaces: 7316 Error Codes: Error Code -108 reported for 2437 surfaces Error Code -111 reported for 2579 surfaces Error Code -112 reported for 2300 surfaces Method: gle/morgenstern-price Number of Valid Surfaces: 2679 Number of Invalid Surfaces: 7322 Error Codes: Error Code -108 reported for 2321 surfaces Error Code -111 reported for 2708 surfaces Error Code -112 reported for 2293 surfaces Error Codes The following errors were encountered during the computation: -108 = Total driving moment or total driving force < 0.1. This Is to limit the calculation of extremely high safety factors if the driving force Is very small (0.1 is an arbitrary number). -111 = safety factor equation did not converge -112 = The coefficient M-Alpha = cos(alpha)(1 +tan(alpha)tan(phi)/F) < 0.2 for the final iteration of the safety factor calculation. This screens out some slip surfaces which may not be valid In the context of the analysis, in particular, deep seated slip surfaces with many high negative base angle . slices In the passive zone. LIst of All Coordinates Water Table -400.000 86.127 20.000 133.324 Non-Clre. Failure Surface -197.631 176.000 -149.791 176.000 -62.340 228.927 -259.227 -221.994 -198.417 -169.863 137.796 152.838 158.099 167.758 I I I I I I I I I I I I I I I I I I I I I -117.075 176.072 I -94.577 178.523 -66.329 183.491 -60.354 184.435 I -37.555 192.639 I -31.512 195.172 I -245.965 149.736 -234.806 152.697 -201.695 158.800 I -199.388 159.197 -198.864 159.415 -196.781 160.274 -175.966 168.538 I -164.942 176.000 -159.033 180.000 -158.628 180.274 -158.442 180.370 I -157.392 180.533 -138.412 183.195 -136.562 183.455 I -133.549 183.883 . -128.541 184.692 -119.230 185.886 -88.314 189.753 I -73.530 191.547 -56.254 194.993 -38.714 201.170 -33.064 203.411 I -31.324 204.170 3.521 224.497 4.390 225.178 5.210 225.617 I 5.436 225.819 8.470 227.718 M~i!rlill §QundilrL I -398.113 110.354 -330.675 123.632 -303.755 128.933 I Milli!riil! BoundarL -330.675 123.632 -295.359 136.045 I Malerlal BQundarL -31.512 195.172 20.000 210.106 I M!!li![iill BQ!.!nl!ilrL -185.775 182.000 -165.155 182.000 I M!!lmial BQ!.!ndilrL I I I I -127.096 220.000 -101.918 220.000 Malerial Boundary I -189.727 180.000 I -159.033 180.000 -144.727 180.000 -144.657 180.000 Malerial Boundary I -193.679 178.000 -171.406 178.000 Malerial Boundary I -197.631 176.000 -175.545 176.000 Malerial Boundary I -175.545 176.000 -164.942 176.000 I -152.631 176.000 -144.727 180.000 -140.775 182.000 -138.412 183.195 I -136.821 184.000 Distributed Load -113.508 229.058 I -54.101 228.906 6.452 228.727 Focus/Block Search Window I -189.727 180.000 -196.755 174.246 -174.962 174.246 -174.962 180.000 I Focus/Block Search Window -169.252 180.000 -169.252 173.083 I -146.876 173.083 -146.876 180.000 External Boundary I -400.000 59.115 I 20.000 59.115 20.000 210.106 I 20.000 229.633 16.827 229.380 15.861 229.315 11.987 229.054 . I 11.497 229.057 11.465 228.793 11.452 228.726 10.242 228.121 I 8.952 227.476 I I I !, I I i 8.470 227.718 I 7.730 228.088 6.452 228.727 -54.101 228.906 I -113.508 229.058 -127.096 220.000 -142.698 209.599 -166.469 193.752 I -178.826 185.515 -185.775 182.000 -188.100 180.824 -189.727 180.000 I -193.679 178.000 -197.631 176.000 -252.168 148.398 -261.515 143.667 I -261.740 143.553 -263.975 142.421 -264.503 142.154 I -264.556 142.127 -267.268 143.428 -267.599 143.586 -269.687 143.559 I -270.337 143.550 -293.139 136.178 -295.359 136.045 -319.963 135.600 I -320.804 135.686 -322.482 135.807 -345.386 137.637 -361.137 132.256 I -361.303 132.197 -361.534 132.123 -361.891 132.020 -367.640 130.351 I -395.858 111.833 -398.113 110.354 -399.068 109.726 -400.000 109.115 I Support -197.631 176.000 I -152.631 176.000 SupPOrt -193.679 178.000 I -148.679 178.000 SupPOrt -189.727 180.000 I -144.727 180.000 SUpPOrt -185.775 182.000 I -140.775 182.000 I I I I SU!l!lQrt -181.821 184.000 I -136.821 184.000 SY!lIlQtl -178.099 186.000 I -133.099 186.000 SU!lllotl I -175.098 188.000 -130.098 188.000 Sl.!llllQtl I -172.098 190.000 -127.098 190.000 I 192.000 -124.098 192.000 Syggg!l I -166.098 194.000 -121.098 194.000 §Y!lIlQrt I -163.098 196.000 -118.098 196.000 §U!lllQtl I -160.098 198.000 -115.098 198.000 S~l2ggrt I -157.097 200.000 -112.097 200.000 §1.!12llQtl I -154.097 202.000 -109.097 202.000 SYlm!ltl I -151.097 204.000 -106.097 204.000 S!!lm!Itl I -148.097 206.000 -103.097 206.0QO I §l.!lm!Itl -145.097 208.000 -100.097 208.000 I llulmQrt -142.097 210.000 -97.097 210.000 I I I ------------- I I SuPPOrt I -139.096 212.000 -94.096 212.000 I SupPOrt -136.096 214.000 -91.096 214.000 I SupPOrt -133.096 216.000 -88.096 216.000 I SuPPOrt -130.096 218.000 -85.096 218.000 I Support -127.096 220.000 -82.096 220.000 I I I I I I I I I I I I Slide Analysis Information Document Name Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4lb1ft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru wijh Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLElMorgenstern-Price with intersllce force function: Half Sine Spencer . Number of slices: 25 Tolerance: 0.005 Maximum number of Iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius increment: 10 Composite Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading Seismic Load Coefficient (Horizontal): 0.22 Material Properties Materia!: New Fill -Seismic Strength Type: Mohr-Coulomb Untt Weight: 130 1b1ft3 Cohesion: 200 pst Friction Angle: 34 degrees Water Surface: None Material: Residual SoiVColluylum -Seismic Strength Type: Mohr-Coulomb I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Un~ Weight: 130 Iblft3 Cohesion: 200 pst Friction Angle: 36 degrees Water Surface: None Material: Renton Formation -Seismic Strength Type: Mohr-Coulomb Unn Weight: 140 Ib/ft3 Cohesion: 2100 psi Friction Angle: 32 degrees Water Surface: None Material: Mynjcipal Waste -Sejsmic Strength Type: Mohr-Coulomb Untt Weight: 120 Iblft3 Cohesion: 300 psi Friction Angle: 28 degrees Water Surface: None SUPPOrt Properties SuPPOrt: SupPOrt 1 Support 1 Support Type: GeoTextile Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 Ibift Pullout Strength Adhesion: 0 Ib/ft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Method: spencer FS: 1.126780 Center: -271.898, 450.741 Radius: 300.648 Left Slip Surface Endpoint: -246.735,151.148 Right Slip Surface Endpoint: -68.932, 228.944 Resisting Moment=9.26782e+007 Ib-ft Driving Moment=8.22501 e+007 Ib-ft Resisting Horizontal Force=280329Ib DrMng Horizontal Force=248787 Ib Method: gle!mornenstern-priqe FS: 1.124550' Center: -271.898, 450.741 Radius: 300.648 Left Slip Surface Endpoint: -246.735, 151.148 Right Slip Surface Endpoint: -68.932, 228.944 Resisting Moment=9.24944e+OO7 Ib-ft Driving Moment=8.22501 e+007 Ib-ft Resisting Horizontal Force=280163 Ib Driving Horizontal Force=2491341b Valid I Invalid Surfaces Method: spencer Number of Valid Surfaces: 16839 Number of Invalid Surfaces: 1652 Error Codes: Error Code -103 reported for 103 surfaces Error Code -106 reported for 12 surfaces Error Code -108 reported for 2 surfaces Error Code -109 reported for 1 surface Error Code -111 reported for 1534 surfaces Method: ale/morgenstern-price Number of Valid Surfaces: 17018 Number of Invalid Surfaces: 1473 Error Codes: Error Code -103 reported lor 103 surfaces Error Code -106 reported for 12 surfaces Error Code -109 reported for 1 surface Error Code -111 reported for 1357 surfaces Error Codes The following errors were encountered during the computation: -103 = Two surface I slope Intersections, but one or more surface I nonslope external polygon Intersections lie between them. This usually occurs when the slip surface extends past the bottom 01 the soil region, but may also occur on a benched slope model with two sets 01 Slope Umits. -106 = Average slice width Is less than 0.0001 • (maximum horizontal extent of soil region). This limitation is imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -108 = Total driving moment or total driving force < 0.1. This is to IimH the celculatlon 01 extremely high safety lactors il the driving force Is very small (0.1 Is an arbitrary number). -109 = Solitype for slice base not loceted. This error should occur very rarely, H at all. It may occur H a very low number of slices Is combined with certain soli geometries, such that the midpoint 01 a slice base is actually autside the soli reglon,even though the slip surface Is wholly wHhln the soil region. -111 = safety factor equation did not converge List of All Coordinates I I I I I I I I I I I I I I I I I I I I I I Se!!,rch Grid -454.880 240.686 -48.254 240.686 I -48.254 450.741 -454.880 450.741 M!!I!!ri!!,i Bo~ng!!,~ I -303.755 128.933 -259.227 137.796 -221.994 152.838 -198.417 158.099 I -169.863 167.758 -117.075 176.072 -94.577 178.523 -66.329 183.491 I -60.354 184.435 -37.555 192.639 -31.512 195.172 I -245.965 149.736 I -234.806 152.697 -201.695 158.800 -199.388 159.197 -198.864 159.415 I -196.781 160.274 -175.966 168.538 -164.942 176.000 -159.033 180.000 I -158.628 180.274 -158.442 180.370 -157.392 180.533 -138.412 183.195 I -136.562 183.455 -133.549 183.883 -128.541 184.692 -119.230 185.886 I -88.314 189.753 -73.530 191.547 -56.254 194.993 -38.714 201.170 I -33.064 203.411 -31.324 204.170 3.521 224.497 I 4.390 225.178 5.210 225.617 5.436 225.819 8.470 227.718 I Mllllltlill 6gUoQ~ -398.113 110.354 -330.675 123.632 I -303.755 128.933 I I I I Material Boundary I -330.675 123.632 -295.359 136.045 Materia! Boundary I -31.512 195.172 20.000 210·106 Material Boundary I -185.775 182.000 -165.155 182.000 Material Boundary I -127.096 220.000 -101.918 220.000 I -159.033 180.000 I -144.727 180.000 I -144.657 180.000 Material Boundary -193.679 178.000 I -171.406 178.000 176.000 I -175.545 176.000 Materia! Boundary -175.545 176.000 I -164.942 176.000 -152.631 176.000 -144.727 180.000 -140.775 182.000 I -138.412 183.195 -136.821 184.000 External Boundary I -400.000 59.115 20.000 59.115 20.000 210.106 I 20.000 229.633 16.827 229.380 15.861 229.315 11.987 229.054 I 11.497 229.057 11.465 228.793 11.452 228.726 10.242 228.121 I 8.952 227.476 8.470 227.718 7.730 228.088 6.452 228.727 I -54.101 228.906 I I I I 184.000 I -136.821 184.000 l:!U!2IlQ!:I I -178.099 186.000 -133.099 186.000 SUIl!lQ!:I I -175.098 188.000 -130.098 188.000 l:!Y!2IlQ!:I I -172.098 190.000 -127.098 190.000 S~n2gQd I -169.098 192.000 -124.098 192.000 SIlWlQ!:I I -166.098 194.000 -121.098 194.000 196.000 I -118.098 196.000 S!.lIm2!:1 I -160.098 198.000 -115.098 198.000 l:!!.!!2IlQ!:I I -157.097 200.000 -112.097 200.000 l:!Y!2IlQ!:I I -154.097 202.000 -109.097 202.000 l:!YJ2IlQ!:I I -151.097 204.000 -106.097 204.000 I l:!YJ2IlQ!I -148.097 206.000 -103.097 206.000 I SIl!2IlQ!I -145.097 208.000 -100.097 208.000 I SUIlII!!!:I -142.097 210.000 -97.097 210.000 I I I I I I 212.000 -94.096 212.000 Suooort I -136.096 214.000 -91 .096 214 .000 SupPOrt I -133.096 216 .000 -88.096 216 .000 I Syooort -130 .096 218.000 -85.096 218 .000 I Suooort -127.096 220.000 -82.096 220.000 I I I I I I I I I I I I 1 • ~ 1 -I j g... N , < 8-- i Safety Fa r o .l 0.50 1. 00 1. 50 2.00 2 .50 3.00 3.50 4.00 4.50 5.00 5.50 6.00+ Defoor Property r-------~r.:;nr---_:_-----__:l1 Length of Reinforcing = Unreinforced @ ISpencefs Method. FS < 1.5 Plotted IMunicipal Wa ste I w • .. ~ New Fin , ~ ! Renton Forma tion w • , I , .. ' -_ <._~_~~~ _T-_ ._~ __ -._. ____ -___ : _. __ . __ ~ g '" , Saf e ty Fa ' o. 0.50 1. 00 1.50 2.00 2.50 3 .00 3 .50 4 .00 4.50 5.00 5.50 6.00-+ ~~--....,.--....--.. --.---. ------------_______ -_1-1-- 1-405· Defoor Property Reinforced Soil Slope , Sta 12+00 , i _ j Length of Reinforcing = 50 feet Spence(s Method, FS < 1.5 Plotted Static , -~---,.---~--~~·--r--·---r-------, ~ ~~. -~ -----ri ~ g., -t • • ,~ I < I~ < • Safety Fa O. , 0.50 1.00 1. 50 2.00 2.50 3.00 3.50 4.00 4 .50 5.00 5.50 6.00+ ,- • !t.1un;cipOJwasi!j \ \ \ w • 1-405 -Defoor Property Reinforced Soil Slope . Sta 12+00 Length of Reinforcing = 50 feet Spencer's Method , 10 Lowest FS Plotted Block Sliding l1.6sl , '" " 1 L Residual So IVColluvium I oHO.Mb'!!, ~ New FiU Renton Forma tion t w • -l _-__ -_ -_r _.-_ ~~ _ J-_---_-_-------~------~------..,. Safety Fa .... T I o. 0.50 I ~022 1. 00 1. 50 1-405 -Defoor Property Reinforced Soil Slope, Sta 12+00 2.00 I Length of Reinforcing ~ 50 feet ~ Spence(s Method, FS < 1.1 Plotted 2.50 3.00 3.50 4.00 4.50 5.00 5 .50 6.00+ I I 1 ~ I , '. , " , 1 1 -~ ~~ '" " , '" " I 1 8- M 1 1 ~ < I ~ J I Municipal Waste· Selsmlc l "'j \" . 1 , I ~ , I 1 J , . 1IIIIIIIIIIIIImllllllllllllllllllllllllllllllllllllili11I11111I11111111111111111111111111111111111 i , -t 1 l' -•• .,......,. I .-.-,-'~.~ , ~.~ , -~.,........,..J 1 -,--r~ ~ r_ ..... -.-r -. .... ..-1' ...... ~ ...... i <~ o M ..,...... ......... ....... - Slide Analysis Information Document Name File Name: Sta12+00_Statlc-NoRelnforcinILRevA_062909 .sli Prolect Settings Project nle: SLIDE -An Interactive Slope StabUity Program Failure Direction : Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 1b1ft3 Groundwater Method: Water Surfaces Data Output : Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids : Off Random Numbers: Pseudo-random Seed Random Number Seed : 10116 Random Number Generation Method : Park and Miller v.3 AnalYSis Methods Analysis Methods used : GLElMorgenstem-Pnce with Interslice force function : Half Sine Spencer Number of slices : 25 Tolerance : 0.005 Maximum number of iterations : 50 Surface Options Surface Type : Circular Search Method: Grid Search Radius increment: 10 Composite Surfaces : Disabled Reverse Curvature: Create Tension Crack Minimum Elevation : Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed Load Constant Distribution, Orientation : Vertical , Magnitude : 250 1b1ft2 Material Propert!ea Material : New FI" Strength Type : Mohr-Coulomb Unit Weight: 130 IbIft3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface : None Material: Residual SoiVCoUuvtum I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 0 psi Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strenglh Type: Mohr-Coulomb Unit Weight: 140 Iblft3 Cohesion: 2100 psi Friction Angle: 32 degrees Water Surface: None Material: Municipal Waste Strength Type: Mohr-Coulomb Un~ Weight: 120 Iblft3 Cohesion: 300 psi Friction Angle: 28 degrees Water Surface: None Global Minimums Method: spencer FS: 1.096640 Center: -341.620, 492.527 Radius: 347.330 Left Slip Surface Endpoint: -186.913, 181.555 Right Slip Surface Endpoint: -116.216, 228.272 Resisting Moment=3.62058e+006 Ib-ft Driving Moment=3.30152e+006 Ib-ft Resisting Horizontal Force=8683.8 Ib Driving Horizontal Force=7918.54lb Method: gle/morgenstern-price FS: 1.096780 Center: -331.391, 486.307 Radius: 336.799 Left Slip Surface Endpoint: -181.798, 184.553 Right Slip Surface Endpoint: -112.939, 229.963 Resisting Moment=4.17688e+006 Ib-ft Driving Moment=3.80832e+006 Ib-ft Resisting Horizontal Force= 10330.2 Ib Driving Horizontal Force=9418.69 Ib Valid I Invalid Surfaces Method: spencer Number 01 Valid Surfaces: 16842 Number 01 Invalid Surfaces: 1649 Errar Codes: Error Code -103 reported lor 75 surfaces Errar Code -106 reported lor 23 surfaces Error Code -107 reported lor 1507 surfaces Error Code -108 reported lor 25 surfaces Error Code -111 reported lor 19 surfaces Method: gle/morgenstern-price Number of Valid Surfaces: 16856 Number of Invalid Surfaces: 1635 Error Codes: Error Code -103 reported for 75 surfaces Error Code -106 reported for 23 surfaces Error Code -107 reported for 1507 surfaces Error Code -108 reported for 25 surfaces Error Code -111 reported for 5 surfaces Error Codes The following errors were encountered during the computation: -103 = Two surface I slope intersections, but one or more surface I nons lope external polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soil region, but may also occur on a benched slope model with two sets of Slope Um~s. -106 = Average slice width is less than 0.0001 • (maximum horizontal extent of soil region). This limitation is imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -107 = Total driving moment or total driving force Is negative. This will occur ~ the wrong failure direction Is specified, or ~ high external 01 anchor loads are applied against the failure direction. -108 = Total driving moment or total driving force < 0.1. This is to lim~ the calculation of extremely high safety factors if the driving force Is very small (0.1 is an arb~rary number). -111 = safety factor equation did not converge List of All Coordinates Search Grid -443.919 -34.725 -34.725 -443.919 243.719 243.719 492.527 492.527 Material Boundarv -195.234 159.039 -168.542 166.401. -90.415 181.419 -65.184 185.730 -59.329 186.067 -44.025 191.574 20.000 213.662 I I I I I I I I I I I I I I I I I I I I I I Material Bounda!y -293.721 t30.485 -292.798 130.574 I -283.429 133.060 -274.472 136.657 -259.553 143.217 -248.862 147.374 I -238.448 149.992 -221.518 154.954 -202.807 158.727 -198.406 159.589 I -192.978 161.060 -191.104 161.607 -171.416 168.950 I -142.418 178.178 -137.157 179.789 -134.242 180.446 -97.234 187.891 I -92.154 188.842 -86.375 189.725 -68.978 191.726 -48.669 197.810 I -32.816 203.364 -16.497 213.382 3.133 225.422 6.132 227.241 I 8.239 228.561 I -272.698 135.145 -260.164 140.209 -221.311 153.985 I -195.234 159.039 MillSi1cill agyndi~ -400.000 100.049 I -303.414 126.677 -272.698 135.145 MftI!Ulll l !!2l.!n!:!lI!Y I -303.414 126.677 -293.721 130.485 MitgCil ~!.!m1B~ I -197.889 176.000 -188.690 176.000 El!I!i!mll! !!21l0!:!1I!Y I 9.627 229.015 8.479 228.441 8.239 228.561 7.203 229.079 I 5.979 229.692 -65.924 229.862 -113.677 229.965 I I • •• -125.624 222.000 I -128.624 220.000 -180.795 185.221 -184.349 182.853 -186.034 182.000 • -187.202 181.409 -193.937 178.000 -197.889 176.000 -211.717 169.002 • -253.763 147.721 -256.460 146.355 -256.794 146.186 I -259.774 147.628 -259.824 147.652 -273.830 140.562 -292.400 131.154 I -293.721 130.485 -303.213 129.569 -309.388 129.368 -317.794 128.972 I -324.983 128.672 -336.781 129.616 -341.988 129.976 -350.783 130.172 • -353.982 129.530 -364.068 127.048 -376.499 118.907 -400.000 103.470 • -400.000 100.049 -400.000 53.470 20.000 53.470 I 20.000 213.662 20.000 230.483 15.395 230.253 11.550 229.976 • W~r lObi!! -400.000 78.322 -264.419 84.504 I 20.000 105.289 Distributed Loijd -113.677 229.965 I -65.924 229.862 5.979 229.692 I I I I I I I I I I I I I I I I I I I I I I I I Slide Analysis Information Document Name Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Un~s of Measurement: Imperial Un~s Pore Fluid Un~ Weight: 62.4 1b1ft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 . Analysis Methods Analysis Methods used: GLElMorgenstem-Price ~h interslice force function: Half Sine 'Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of Iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius increment: 10 Compasne Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed Load Constant Distribution, Orientation: Vertical, Magn~ude: 250 1b1ft2 Material Properties Materia!: New Fill Strength Type: Mohr-Coulomb Un~ Weight: 130 Iblft3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface: None Materia!: Residua! SoiVColiuvium Strength Type: Mohr-Coulomb Un~ Weight: 130 Ib/ft3 Cohesion: 0 psi Friction Angle: 36 degrees Water Surlace: None Material: Renton Formation Strength Type: Mohr-Coulomb Un~ Weight: 140 Iblft3 . Cohesion: 2100 psi Friction Angle: 32 degrees Water Surlace: None Material: Municipal Waste Strength Type: Mohr-Coulomb Un~ Weight: 120 Iblft3 Cohesion: 300 psi Friction Angle: 28 degrees Water Surlace: None SupPOrt Properties SupPOrt: SupPOrt 1 Support 1 Support Type: Ge6Textile Force Application: Passive Force Orientation: Tangent to Slip Surlace Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 Ibift Pullout Strength Adhesion: 0 Iblft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Center: -392. no, 343.242 Radius: 234.657 Left Slip Surlace Endpoint: -292.967,130.867 Right Slip Surlace Endpoint: -280.574,137.145 Resisting Moment= 18791.5 Ib-ft Driving Moment=13099.2 Ib-ft Resisting HOrizontal Force=71.4416Ib Driving HOrizontal Force=49.8005 Ib Center: -392. no, 343.242 Radius: 234.657 Left Slip Surlace Endpoint: -292.967,130.867 Right Slip Surlace Endpoint: -280.574,137.145 Resisting Moment=18791.2Ib-ft Driving MomenI=13099.2 Ib-ft Resisting Horizontal Force=71.4414 Ib Driving Horizontal Force=49.801 Ib I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Valid I Invalid Surfaces Method: spencer Number of Valid Surfaces: 14748 Number of Invalid Surfaces: 3743 Error Codes: Error Code ·103 reported for 75 surfaces Error Code ·106 reported for 23 surfaces Error Code ·107 reported for 1507 surfaces Error Code ·108 reported for 177 surfaces Error Code ·111 reported for 1961 surfaces Method: gle/morgenstern·price Number of Valid Surfaces: 14669 Number of Invalid Surfaces: 3822 Error Codes: Error Code ·103 reported for 75 surfaces Error Code ·106 reported for 23 surfaces Error Code ·107 reported for 1507 surfaces Error Code ·1 08 reported for 177 surfaces Error Code ·111 reported for 2040 surfaces Error Codes The following errors were encountered during the computation: ·103 = Two surface / slope intersections, but,one or more surface / nonslope external polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the , soil region, but may also occur on a benched slope model with two sets of Slope Umlts. ·106 = Average slice width is less than 0.0001 • (maximum horizontal exte01 of soli region), This IImijatlon Is Imposed to avoid numerical errors which may result from too many slices, or too small a slip region. ·107 = Total driving moment or total driving force is negatiVe. This will occur if the wrong failure direction Is specified, or if high external or anchor loads are applied against the failure direction. ·108 = Total driving moment or total driving force < 0.1. This is to , limit the calculation of extremely high safety factors if the driving force is very small (0.1 Is an arbitrary number). ·111 = safety factor equation did not converge List of All Coordinates I I Seargh Grid I -443.919 243.719 -34.725 243.719 -34.725 492.527 I -443.919 492.527 I Material Boundary -195.234 159.039 I -168.542 166.401 -90.415 181.419 -65.184 185.730 -59.329 186.067 I -44.025 191.574 20.000 213.662 -292.798 130.574 I -283.429 133.060 I -274.472 136.657 -259.553 143.217 -248.862 147.374 -238.448 149.992 I -221.518 154.954 -202.807 158.727 -198.406 159.589 -192.978 161.060 I -191.104 161.607 -171.416 168.950 -142.418 178.178 -137.157 179.789 I -134.242 1 Bq.446 -97.234 187.891 -92.154 188.842 -86.375 189.725 I -68.978 191.726 -48.669 197.810 -32.816 203.364 -16.497 213.382 I 3.133 225.422 6.132 227.241 8.239 228.561 I Material Boundary -292.798 130.574 -272.698 135.145 I -260.164 140.209 -221.311 153.985 -195.234 159.039 Material Boundary I -400.000 100.049 -303.414 126.6n -272.698 135.145 I I I I I I I I Material Boundary -303.414 126.677 -293.721 130.485 I Malerial Boundary -186.034 182.000 -138.329 182.000 I Malerial Boundary -128.624 220.000 -86.772 220.000 I Malerial Boundary -193.937 178.000 -150.000 178.000 I -84.826 222.000 I Material Boundary -197.889 176.000 -188.690 176.000 I 8.479 228.441 I 8.239 228.561 7.203 229.079 5.979 229.692 -65.924 229.862 I -113.677 229.965 -125.624 222.000 -128.624 220.000 ": ... -180.795 185.221 I -184.349 182.853 -186.034 182.000 -187.202 181.409 -193.937 178.000 I -197.889 176.000 -211.717 169.002 -253.763 147.721 I -256.460 146.355 -256.794 146.186 -259.774 147.628 -259.824 147.652 I -273.830 140.562 -292.400 131.154 -293.721 130.485 -303.213 129.569 I -309.388 129.368 -317.794 128.972 -324.983 128.672 -336.781 129.616 I -341.988 129.976 -350.783 130.172 I I I I -353.982 129.530 I -364.068 127.048 -376.499 118.907 -400.000 103.470 -400.000 100.049 I -400.000 53.470 20.000 53.470 20.000 213.662 20.000 230.483 I 15.395 230.253 11.550 229.976 W~rT!!!:lle I -400.000 78.322 -264.419 84.504 20.000 105.289 I Distrjbuted load -113.677 229.965 -65.924 229.862 I 5.979 229.692 SUIlIlQIl -197.889 176.000 I -147.889 176.000 SUDDO!:l -193.937 178.000 I -143.937 178.000 SUDDOIl -189.985 180.000 I -139.985 180.000 §UIUlQll -186.034 182.000 I -136.034 182.000 184.000 I -132.628 184.000 SUI1IlQ!:l I -179.627 186.000 -129.627 186.000 SYIlIl2!:l I -176.627 188.000 -126.627 188.000 SUIlIlQIl I -173.627 190.000 -123.627 190.000 SYllll2il I -170.627 192.000 I I I -------- I I I -120.627 192.000 SuPPOrt -167.627 194.000 I -117.627 194.000 SupPOrt -164.627 196.000 I -114.627 196.000 SUpPOrt -161.626 198.000 I -111.626 198.000 200.000 I -108.626 200.000 SuPPOrt I -155.626 202.000 -105.626 202.000 SupPOrt I -152.626 204.000 -102.626 204.000 SuPPOrt I -149.626 206.000 -99.626 206.000 SupPOrt I -146.625 208.000 -96.625 208.000 SuPPOrt I -143.625 210.000 -93.625 210.000 Sypport I -140.625 212.000 -90.625 212.000 I SUpPOrt -137.625 214.000 -87.625 214.000 I SupPOrt -134.625 216.000 -84.625 216.000 I SuPPOrt -131.625 218.000 -81.625 218.000 I SUpPOrt -128.624 220.000 I I I I -78.624 220.000 I ~I.!QllQr:I -125.624 222.000 -75.624 222.000 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Slide Analysis Information Document Name File Name: Sta12+00_Slidin\LRevA_062909.sli Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru w~h Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLEIMorgenstem-Price w~h intersllce force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Non-Circular Block Search Number of Surfaces: 10000 Pseudo-Random Surfaces: Enabled Convex Surfaces Only: Disabled Left Projection Angle (Start Angle): 95 Left Projection Angle (End Angle): 175 Right Projection Angle (Start Angle): 5 Right Projection Angle (End Angle): 85 Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed Load Constant Distribution, Orientation: Vertical, Magn~ude: 250 1b1ft2 Material Properties Material: New Fill Strength Type: Mohr-Coulomb Untt Weight: 130 Iblft3 Cohesion: 0 psf Friction Angle: 36 degrees ------ Water Surface: None Material: Residual SoiVColluvium Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 0 psI Friction Angle: 36 degrees· Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 Ib/ft3 Cohesion: 2100 psI Friction Angle: 32 degrees Water Surface: None Material: Municipal Waste Strength Type: Mohr-Coulomb Un~ Weight: 120 Iblft3 Cohesion: 300 psI Frfctlon Angle: 28 degrees Water Surface: None SupPOrt Properties SupPOrt: SupPOrt 1 Support 1 Support Type: GeoTextile Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 Ibift Pullout Strength Adhesion: 0 1b1ft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Method: spencer FS: 1.661710 Axis Location: -203.186, 304.713 Left Slip Surface Endpoint: -199.515, 175.177 Right Slip Surface Endpoint: -97.354, 229.929 Resisting Moment= 1.95838e+007 Ib-ft Driving Moment=1.17853e+OO7 Ib-ft ResIsting Horizontal Force= 126446 Ib Driving Horizontal Force=76093.8 Ib Method: gle/moroenstern-prfce FS: 1.659740 Axis location: -203.186, 304.713 Left Slip Surface Endpoint: -199.515,175.177 Right Slip Surface Endpoint: -97.354, 229.929 Resisting Moment=1.95813e+0071b-ft Driving Moment=1.17978e+OO7Ib-ft Resisting Horizontal ForcB= 126398 Ib I I I I I I I I I I I I I I I I I I I I I I I I I I I I , I I I I I I Driving Horizontal Force=76155.2 Ib Valid I Invalid Surfaces Method: spencer Number of Valid Surfaces: 3237 Number of Invalid Surfaces: 6764 Error Codes: Error Code -108 reported for 1963 surfaces Error Code -111 reported for 2399 surfaces Error Code -112 reported for 2402 surfaces Number of Invalid Surfaces: 6708 Error Codes: Error Code -108 reported for 1791 surfaces Error Code -111 reported for 2522 surfaces Error Code -112 reported for 2395 surfaces Error Codes The following errors were encountered during the computation: -108 = Total driving moment or total driving force < 0.1. This is to limij the calculation of extremely high safety factors if the driving force is very small (0.1 Is an arbHrary number). -111 = safety factor equation did not converge -112 = The coefficient M-Alpha = cos(a1pha)(l+tan(a1pha)tan(phi)/F) < 0.2 for the final iteration of the safety factor calculation. This screens out some slip surfaces which may not be valid in the context of the analysis, in particular, deep seated slip surfaces with many high negative base angle slices In the passive zone. List of All Coordinates Non-Clrc. Failure Surface -197.889 176.000 -144.599 176.000 -63.859 229.857 Material Boundary -195.234 -168.542 -90.415 -65.184 -59.329 -44.025 20:000 159.039 166.401 181.419 185.730 186.067 191.574 213.662 Material Boundary I I -293.721 130.485 -292.798 130.574 I -283.429 133.060 -274.472 136.657 -259.553 143.217 I -248.862 147.374 -238.448 149.992 -221.518 154.954 -202.807 158.727 I -198.406 159.589 -192.978 161.060 -191.104 161.607 -171.416 168.950 I -142.418 178.178 -137.157 179.789 -134.242 180.446 -97.234 187.891 I -92.154 188.842 -86.375 189.725 -68.978 191.726 -48.669 197.810 I -32.816 203.364 -16.497 213.382 3.133 225.422 I 6.132 227.241 8.239 228.561 Material Boundary I -292.798 130.574 -272.698 135.145 -260.164 140.209 -221.311 153.985 I -195.234 159.039 Material Boundary -400.000 100.049 I -303.414 126.6n -272.698 135.145 Material Boundary , -303.414 126.6n -293.721 130.485 Material Boundary I -186.034 182.000 -138.329 182.000 Malerial Boundary I -128.624 220.000 -86.n2 220.000 Material Boundary I -193.937 178.000 -150.000 178.000 Material Boundary I I I I I I -125.624 222.000 -84.826 222.000 MSIIerial §Q~nd!il!): I I -197.889 176.000 -188.690 176.000 Ext!lto!ill Bounda!): I 9.627 229.015 8.479 228.441 8.239 228.561 7.203 229.079 I 5.979 229.692 -65.924 229.862 -113.677 229.965 -125.624 222.000 I -128.624 220.000 -180.795 185.221 -184.349 182.853 I -186.034 182.000 -187.202 181.409 -193.937 178.000 -197.889 176.000 I -211.717 169.002 -253.763 147.721 -256.460 146.355 -256.794-146.186 I -259.774 147.628 -259.824 147.652 -273.830 140.562 -292.400 131.154 I -293.721 130.485 -303.213 129.569 -309.388 129.368 -317.794 128.972 I -324.983 128.672 -336.781 129.616 -341.988 129.976 I -350.783 130.172 -353.982 129.530 -364.068 127.048 -376.499 118.907· I -400.000 103.470 -400.000 100.049 -400.000 53.470 20.000 53.470 I 20.000 213.662 20.000 230.483 15.395 230.253 11.550 229.976 I W!iller T !!I21!l -400.000 78.322 -264.419 84.504 I 20.000 105.289 I I I I Distributed Load I -113.677 229.965 -65.924 229.862 5.979 229.692 I -192.864 173.434 -173.052 173.434 I -173.052 180.000 focus/Block Search Window I -167.093 180.000 -167.093 173.285 -132.727 173.285 -134.242 180.446 I §1.!(212Q!:I -197.889 176.000 -147.889 176.000 §Y(2(2Q!:I I -193.937 178.000 -143.937 178.000 I §YIm!:l -189.985 180.000 -139.985 180.000 I SU(2I2Q!:I -186.034 182.000 -136.034 182.000 I 184.000 I -132.628 184.000 §I.!OOQ!:I -179.627 186.000 I -129.627 186.000 §I.!DDO!:I -176.627 188.000 I -126.627 188.000 §U(2(2Q[! -173.627 190.000 I -123.627 190.000 §1.!(2(2Q[! -170.627 192.000 I -120.627 192.000 §1.!12Il2!:1 I -167.627 194.000 -117.627 194.000 I I --------------------, I I I SupPOrt -164.627 196.000 -114.627 196.000 I SupPOrt -161.626 198.000 -111.626 198.000 I Support -158.626 200.000 -108.626 200.000 I Support -155.626 202.000 -105.626 202.000 I Support -152.626 204.000 I -102.626 204.000 SuPPOrt -149.626 206.000 I -99.626 206.000 SuPPOrt -146.625 208.000 I -96.625 208.000 SuPPOrt -143.625 210.000 I -93.625 210.000 SuPPOrt -140.625 212.000 I -90.625 212.000 SuPPOrt -137.625 214.000 I -87.625 SupPOrt 214.000 I -134.625 216.000 -84.625 216.000 SupPOrt I -131.625 218.000 -81.625 218.000 SuPPOrt I -128.624 220.000 -78.624 220.000 SUpPOrt I -125.624 222.000 -75.624 222.000 I I Slide Analysis Information Document Name Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 1b/ft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 AnalYSis Methods Analysis Methods used: GLEIMorgenstem-Price w~h Intersllce force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius Increment: 10 Compos~e Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading Seismic Load Coefficient (Horizontal): 0.22 Material Properties Material: Residual SoIVColluyium Strength Type: Mohr-Coulomb Un~ Weight: 130 1b/ft3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface: None Material: New Fill -Seismic Strength Type: Mohr-Coulomb I I I I I I I I I I I I I I I I I I I I ------------- I I I I I I I I I I I I I I I I I I I ---------------------- Unit Weight: 130 Ib/ft3 Cohesion: 200 pst Friction Angle: 34 degrees Water Surface: None Material: Residual Soil/Colluvium -Seismic Strength Type: Mohr-Coulomb Un~ Weight: 130 Iblft3 Cohesion: 200 pst Friction Angle: 36 degrees Water Surface: None Material: Renton Formation -Seismic Strength Type: Mohr-Coulomb Unit Weight: 140 Ib/ft3 Cohesion: 2100 pst Friction Angle: 32 degrees Water Surface: None Material: Municipal Waste -SeismiC Strength Type: Mohr-Coulomb Unit Weight: 120 Iblft3 Cohesion: 300 pst Friction Angle: 28 degrees Water Surface: None Support Properties SuPPOrt: SuPPOrt 1 Support 1 . Support Type: GeoTextlle Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None . Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 IbIft Pullout Strength Adhesion: 0 Ib/ft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Method: spencer FS: 1.112810 Center: -270.D12, 461.426 Radius: 308.562 Left Slip Surface Endpoint: -240.879, 154.242 Right Slip Surface Endpoint: -66.078, 229.862 Resisting Moment=9.15675e+0071b-ft Driving Moment=8.22847e+007 Ib-It ReSisting Horizontal Force=2702161b Driving Horizontal Force=242822 Ib Method: gle/morgenstern-prlce FS: 1.116050 Center: -270.D12, 461.426 Radius: 308.562 Left Slip Surface Endpoint: -240.879, 154.242 Right Slip Surface Endpoint: -66.078, 229.862 Resisting Moment=9.18337e+007 Ib-ft Driving Moment=8.22847e+007 Ib-ft Resisting Horizontal Force=270762 Ib Driving Horizontal Force=242607 Ib Valid I Invalid Surfaces Method: spencer Number of Valid Surfaces: 15916 Number of Invalid Surfaces: 2575 Error Codes: Error Code -103 reported for 75 surfaces Error Code -106 reported for 23 surfaces Error Code -108 reported for 6 surfaces Error Code -111 reported for 2471 surfaces Method: glelmomenstem-price Number of Valid Surfaces: 16078 Number of Invalid Surfaces: 2413 Error Codes: Error Code -103 reported for 75 surfaces Error Code -106 reported for 23 surfaces Error Code -108 reported for 3 surfaces Error Code -111 reported for 2312 surfaces Error Codes The following errors were encountered during the computation: -103 = Two surface I slope intersections, but one or more surface I nonslope external polygon intersections lie between them. This usually occurs when the Slip surface extends past the bottom of the 5011 region, but may also occur on a benched slope model with two sets of Slope Umns. -106 = Average slice width Is less than 0.0001 • (maximum horizontal extent of soil region). This limitation Is imposed to avold numerical errors which may result from too many slices, or too small a slip region. -108 = Total driving moment or total driving force < 0.1. This Is to limn the calculation of extremely high safety factors If the driving force is very small (0.1 is an arbitrary number). -111 = safety factor equation did not converge List of All Coordinates Search Grid I I I I I I I I I I I I I I I I I I I I I I -443.919 243.719 -34.725 243.719 -34.725 492.527 -443.919 492.527 I M!!lllrli\1 Boundar.: -195.234 159.039 -168.542 166.401 I -90.415 181.419 -65.184 185.730 -59.329 186.067 -44.025 191.574 I 20.000 213.662 I -292.798 130.574 -283.429 133.060 -274.472 136.657 I -259.553 143.217 -248.862 147.374 -238.448 149.992 -221.518 154.954 I -202.807 158.727 -198.406 159.589 -192.978 161.060 -191.104 161.607 I -171.416 166.950 -142.416 176.176 -137.157 179.789 -134.242 180.446 I -97.234 187.891 -92.154 188.842 -86.375 189.725 -68.978 191.726 I -48.669 197.810 -32.816 203.364 -16.497 213.362 I 3.133 225.422 6.132 227.241 8.239 228.561 I MilllIrli\1 Boundar.: -292.798 130.574 -272.698 135.145 -260.164 140.209 I -221.311 153.985 -195.234 159.039 MlllllogJ l:!.2u!K!llr.: I -400.000 100.049 -303.414 126.677 -272.698 135.145 I MlllllrlgJ I:!.2Y!K!i\r.: -303.414 126.677 I I I I -293.721 130.485 I Malerial Boundary -186.034 182.000 -138.329 182.000 I Malerlal Boundary -128.624 220.000 -86.772 220.000 I Malerlal Boundary -193.937 178.000 -150.000 178.000 I Malerial Boundary -125.624 222.000 -84.826 222.000 I Material Boundary -197.889 176.000 I -188.690 176.000 I External Boundary 9.627 229.015 I 8.479 228.441 8.239 228.561 7.203 229.079 5.979 229.692 I -65.924 229.862 -113.677 229.965 -125.624 222.000 -128.624 220.000 I -180.795 185.221 -184.349 182.853 -186.034 182.000 -187.202 181.409 I -193.937 178.000 -197.889 176.000 -211.717 169.002 I -253.763 147.721 -256.460 146.355 -256.794 146.186 -259.774 147.628 I -259.824 147.652 -273.830 140.562 -292.400 . 131.154 -293.721 130.485 I -303.213 129.569 -309.388 129.368 -317.794 128.972 -324.983 128.672 I -336.781 129.616 -341.988 129.976 -350.783 130.172 -353.982 129.530 I -364.068 127.048 I I I I -376.499 118.907 I -400.000 103.470 -400.000 100.049 -400.000 53.470 I 20.000 53.470 20.000 213.662 20.000 230.483 15.395 230.253 I 11.550 229.976 Wal!!r I;mle -400.000 78.322 I -264.419 84.504 20.000 105.289 SuPPOrt I -197.889 176.000 -147.889 176.000 SupPOrt I -193.937 178.000 -143.937 178.000 I SupPOrt -189.985 180.000 -139.985 180.000 I 182.000 -136.034 182.000 I SupPOrt -182.628 184.000 -132.628 184.000 I SuPPOrt -179.627 186.000 -129.627 186.000 I SuPPOrt -176.627 188.000 -126.627 188.000 I SupPOrt -173.627 190.000 -123.627 190.000 I SUpPOrt -170.627 192.000 -12D.627 192.000 I SupPOrt -167.627 194.000 -117.627 194.000 I SuPPOrt I I I I -164.627 196.000 I -114.627 196.000 S~gllQ[\ -161.626 198.000 I -111.626 198.000 SugllQ!:l -158.626 200.000 I -108.626 200.000 SUDDO[\ -155.626 202.000 I -105.626 202.000 S~gllQ!:l -152.626 204.000 I -102.626 204.000 SugllQ!:l I -149.626 206.000 -99.626 206.000 SYml2!:l I -146.625 208.000 -96.625 208.000 SUImQ!:l I -143.625 210.000 -93.625 210.000 SUI2!lS!!:l I -140.625 212.000 -90.625 212.000 Sug!lS![\ I -137.625 214.000 -87.625 214.000 SUI2llQ[\ I -134.625 216.000 -84.625 216.000 SLU21XUl I -131.625 218.000 -81.625 218.000 SUI2!lQ!:l I -128.624 220.000 -78.624 220.000 222.000 I -75.624 222.000 I I I r-. __ --tl_t--___ t--'_'-----_ -------. ----. .. __ .~~--tI .. -_-... --... -... ~_~ J 1 ~ g-1 .., j ~ j · , 0 ~l 1 i 1 J · · • , 1 1 . , , 1r Defoor Property Reinforced Soil Slope , Sta Ilengm of Reinforcing = Unreinforced __ ----,..---f~;;r-----~---__l. Spence(s Method, FS < 1.5 Plotted ,~ ~" Static Loading [Mun;CipaJ w ast8] , \ \ \ .- \ ~ \ew AR I Renton Formation w ------·--~-I' ....----.----. ! -_. I ----.---.-.,..--'..----.--~-_-~ _____ ...----.--.-.--,..-T •• nn ..JI,N'\ .':IN"! _?nn 'f\n . 1 1 ~ 1 ~ j ~ 1 i I ~ 1 1 1 -1 J 0--0 'r IMun iCipai waste ] \ \ \ 1-405 -Defoor Property Reinforced Soil Slope , Sta 12+50 ,..--------I!Length of Reinforcing = 45 feet Spencers's Method , FS < 1.5 Plotted Static Loading w " ~ \OWFtI ! ~ Renton Formation _ -___ .:~ __ . -~ _~ ___ .~--'_r-"I_"-'--'_'--' .--~ _-~ __ --_. -_----I J J g-J M J < g-J Nj o j ~ 1 j 1 ~ 1 0.5 0 1. 00 1.50 2.00 2 .50 3.00 3 .50 4 .00 4 .50 5 .00 5 .50 6.00+ ~----rl ~ <M -..-----------.- • \ \ ----,--------T~------_, ~, . • nn -~---------~--.., 1-405 -Defoor Property Reinforced Soil Slope . Sta 12+50 1 Length of Reinforcing = 45 feet Spence rs's Method . 10 Lowest FS Plotted Block Sliding 11 ·66! "- f--~ w " ReskluaJ SoiVCofluvfum ~ ~,OOIOo.~ ~ Renton Formation , __ 0-~r ... ~ ... --r ---.-----r ~----~ ---.-___ ~ __ ~_...-.j ~ j j .~ I I I i 1 4 j ~ -j ~ I ~ -i Safety Fa r O. 0.50 1. 00 1. 5 0 2.00 2.50 3.00 3.50 4.0 0 4.50 5.00 5 .50 6.00- --- Defoor Property . _ of Re inforcing z 45 fee t 1", --c---:---------______ -,I Spencers 's Method , FS < 1.1 Plotted .. Slope, Sta 12+50 I ~022 '" I ~ .... , I Municipal Waste · Selsmic l \ ; . _' '~;;., __ -'_' __ . _. -_.~nn_ . _"-~' ..... ' __ --::-_ ... ~ _~ _ -._ -_ I I I I I I I I I I I I I I I I I I I Slide Analysis Information Document Name File Name: Sta12+50_Static-NoReinforcing_RevA_062909.sli Project Settlnas Project nle: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Un~s of Measurement: Imperial Units Pore Fluid Un~ Weight: 62.4 1b1ft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru wnh Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLElMorgenstern-Price with interslice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius Increment: 10 Composite Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Qlstrlbuted Load Constant Distribution, Orientation: Vertical, Magnitude: 2501b11t2 Material Properties Material: New Fill Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: ° psf Friction Angle: 36 degrees Water Surface: None Material: Resjdual Soil/Colluvium Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 0 psI Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 Iblft3 Cohesion: 2100 psI Friction Angle: 32 degrees Water Surface: None Material: Municioal Waste Strength Type: Mohr-Coulomb Unn Weight: 120 Iblft3 Cohesion: 300 psI Friction Angle: 28 degrees Water Surface: None Global Minimums Mathod: spencer FS: 1.098050 Center: -331.378, 482.825 Radius: 333.377 Left Slip Surface Endpoint: -185.769,182.928 Right Slip Surface Endpoint: -113.070, 230.869 Resisting Moment=4.87228e+006 Ib-ft Driving Moment=4.43721 e+006 Ib-ft Resisting Horizontal Force= 12177 Ib Driving Horizontal Force=11089.7Ib Method: pie/morgenstern-price FS: 1.098140 Center: -331.378, 482.825 Radius: 333.377 Left Slip Surface Endpoint: -185.769, 182.928 Right Slip Surface Endpoint: -113.070, 230.869 Resisting Moment=4.8726ge+006 Ib-ft DrMng Moment=4.43721 e+006 Ib-ft Resisting Horizontal Force=12177.4Ib Driving Horizontal Force=11 089.1 Ib Valid I Invalid Surfaces Mathod: spencer Number 01 Valid Surfaces: 16217 Number of Invalid SUrfaces: 2274 Error Codes: Error Code -103 reported for 55 surfaces Error Code -106 reported for 23 surfaces Error Code -107 reported for 2149 surfaces Error Code -108 reported for 20 surfaces Error Code -111 reported for 27 surfaces Mathod: pie/morgenstern-price I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Number of Valid Surfaces: 16238 Number of Invalid Surfaces: 2253 Error Codes: Error Code -103 reported for 55 surfaces Error Code -106 reported for 23 surfaces Error Code -107 reported for 2149 surfaces Error Code -108 reported for 21 surfaces Error Code -111 reported for 5 surfaces Error Codes The following errors were encountered during the computation: -1 03 = Two surface I slope intersections, but one or more surface I nonslope external polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soli region, but may also occur on a benched stope model with two sets of Slope Umfts. -106 = Average slice width Is less than 0.0001 • (maximum horizontal extent of soil region). This limftation Is imposed to avoid numerical errors which may resuh from too many slices, or too small a Slip region. -107 = Total driving moment or total driving force Is negative. This will occur H the wrong failure direction is specified, or If high external or anchor loads are applied against the failure direction. -108 = Total driving moment or total driving force < 0.1. This is to limn the calculation of extremely high safety factors if the driving force Is very small (0.1 Is an arbitrary number). -111 = safety factor equation did not converge List of All Coordinates Search Grid -436.227 -16.833 -16.833 -436.227 242.859 242.859 482.825 482.825 Material Boundarv -278.582 135.064 -269.170 138.326 -218.118 156.796 -191.608 165.316 -188.796 165.955 -172.849 169.586 -50.692 190.455 I I -50.637 190.459 -50.495' 190.510 I -39.004 195.327 Material Boundary I -267.201 144.658 -257.478 147.n9 -242.475 151.622 -220.797 157.320 I -211.331 160.529 -200.891 163.629 -180.905 169.359 -167.071 172.648 I -158.119 175.183 -137.113 180.651 -120.873 184.644 -104.083 188.243 I -100.735 188.809 -94.866 189.962 -68.982 194.268 -64.698 195.139 I -42.481 202.131 -37.108 203.436 -31.027 205.n4 I -17.374 211.943 -2.562 223.255 2.412 226.891 6.199 228.867 7.702 229.645 I Malerial Boundary -394.646 97.262 I -278.582 135.064 Material Boundary -390.913 100.875 I -340.n9 122.588 20.000 217.225 I Extemal Boundary -274.990 142.182 I -290.193 137.228 -298.188 134.536 -310.029 131.202 I -317.704 129.269 -322.248 127.992 -340.n9 122.588 -342.983 122.522 I -359.491 121.825 -390.913 100.875 -391.060 100.m -391.074 100.m I -393.056 100.780 -393.068 100.843 I I -------------------------- I I -393.185 101.460 I -393.252 101.460 -393.850 101.461 -393.954 100.913 -394.646 97.262 I -394.655 97.262 -394.703 97.262 -399.539 97.047 I -400.000 97.026 -400.000 47.026 20.000 47.026 20.000 217.225 I 20.000 231.324 14.485 230.999 11.170 230.848 11.006 230.893 I 10.880 230.930 10.698 230.839 10.505 230.743 9.218 230.100 I 8.005 229.493 7.702 229.645 6.730 230.131 5.505 230.744 I -56.850 230.809 -113.836 230.869 -127.144 222.000 I -148.586 207.710 -186.246 182.610 -195.358 178.000 -199.311 176.000 I -212.843 169.155 -247.233 151.762 -247.959 151.394 -250.254 150.233 I -250.779 150.489 -253.274 151.704 -254.273 151.199 -258.128 149.248 I -267.201 144.658 W 5Ilg[ T iIIllg -400.000 90.973 I 20.000 144.319 I -56.850 230.809 5.505 230.744 I I I I Slide Analysis Information Document Name Prolect Settings Project Title: SLIDE· An Interactive Slope Stability Program Failure Direction: Right to Left Un~s of Measurement: Imperial Units Pore Fluid Unit Weight: 62.41bllt3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo·random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLEIMorgenstern·Price ~h interslice force function: Ha~ Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of Iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius increment: 10 Composite Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Noi Defined Loading 1 Distributed Load present: Distributed Load Constant Distribution, Orientation: Vertical, Magnitude: 250 1b11t2 Material Properties Material: New Fill Strength Type: Mohr·Coulomb Unit Weight: 130 1b11t3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface: None Malerlal: Residual Soli/Colluvium I I I I I I I II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Strength Type: Mohr-Coulomb Unit Weight: 130 Ibllt3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 Ibllt3 Cohesion: 2100 psf Friction Angle: 32 degrees Water Surface: None Malerial: Municipal Waste Strength Type: Mohr-Coulomb Un" Weight: 120 Ibllt3 Cohesion: 300 psf Friction Angle: 28 degrees Water Surface: None Support Properties SupPOrt: Suooort 1 Support 1 Support Type: GeoTextile Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percem Tensile Strength: 1250 IbIII Pullout Strength Adhesion: 0 1b1ft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Center: -394.288, 416.834 Radius: 300.243 Lelt Slip Surface Endpoint: -260.656,147.969 Right Slip Surface Endpolm: -256.817,149.912 Resisting Momem=550.281 lbolt Driving Moment=383.217 Ib-ft Resisting Horizontal Force=1.63537 Ib Driving Horizontal Force= 1.13888 Ib Center: -394.288, 416.834 Radius: 300.243 Left Slip Surface Endpoint: -260.656,147.969 Right Slip Surface Endpoint: -256.817, 149.912 Resisting Moment=550.281 lbolt Driving Momem=383.217 lbolt Resisting Horizontal Force=1.63537Ib Driving Horizomal Force=1.13888 Ib Valid I Invalid Surfaces Method: soencer Number of Valid Surfaces: 14400 Number of Invalid Surfaces: 4091 Error Codes: Error Code -103 reported for 55 surfaces Error Code -106 reported for 23 surfaces Error Code -107 reported for 2149 surfaces Error Code -108 reported for 131 surfaces Error Code -111 reported for 1733 surfaces Method: gle/morgenstern-price Number of Valid Surfaces: 14352 Number of Invalid Surfaces: 4139 Error Codes: • Error Code -103 reported for 55 surfaces Error Code -106 reported for 23 surfaces Error Code -107 reported for 2149 surfaces Error Code -108 reported for 131 surfaces Error Code -111 re~rted for 1781 surfaces Error Codes The following errors were encountered during the computation: -103 = Two surface I slope intersections, but one or more surface I nonslope extemal polygon Intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soli region, but may also occur on a benched slope model with two sets of Slope Umits. -106 = Average slice width is less than 0.0001 • (maximum horizontal extent of soli region). This limttatlon is imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -107 = Total driving moment or total driving force Is negative. This will occur if the wrong failure direction is specified, or if high external or anchor loads are applied against the failure direction. ·108 = Total driving moment or total driving force < 0.1. This is to limtt the calculation of extremely high safety factors if the driving force is very small (0.1 Is an arbttrary number). -111 = safety factor equation did not converge List of All Coordinates I I I I I I I I I I I I I I I I I I I I I I Search grid -436.227 242.859 -16.833 242.859 I -16.833 482.825 -436.227 482.825 M!!Ieriil! Bound!!rl I -278.582 135.064 -269.170 138.326 -218.118 156.796 -191.608 165.316 I -188.796 165.955 -172.849 169.586 -50.692 190.455 -50.637 190.459 I -50.495 190.510 -39.004 195.327 Material Boundi!rl I -267.201 144.658 -257.478 147.779 -242.475 151.622 -220.797 157.320 I -211.331 160.529 -200.891 163.629 -180.905 169.359 I -167.071 172.648 -158.119 175.183 -137.113 180.651 -120.873 184.644 I -104.083 188.243 -100.735 188.809 -94.866 189.962 -68.982 194.268 I -64.698 195.139 -42.481 202.131 -37.108 203.436 -31.027 205.774 I -17.374 211.943 -2.562 223.255 2.412 226.891 6.199 228.867 I 7.702 229.645 M!!Il![iil! §Qllndmx I -394.646 97.262 -278.582 135.064 I -340.779 122.588 M!!Il!ri!!1 §QYQ~rl I -39.004 195.327 20.000 217.225 I I I I Material Boundary I -195.358 178.000 -165.720 178.000 I -184.557 176.000 I External Boundary -274.990 142.182 -290.193 137.228 I -298.188 134.536 -310.029 131.202 -317.704 129.269 -322.248 127.992 I -340.n9 122.588 -342.963 122.522 -359.491 121.825 I -390.913 100.875 -391.060 100.m -391.074 100.m -393.056 100.780 I -393.068 100.843 -393.185 101.460 -393.252 101.460 -393.850 101.461 I -393.954 100.913 -394.646 97.262 -394.655 97.262 -394.703 97.262 I -399.539 97.047 -400.000 97.026 -400.000 47.026 20.000 47.026 I 20.000 217.225 20.000 231.324 14.485 230.999 I 11.170 230.848 11.006 230.893 10.880 230.930 10.698 230.839 I 10.505 230.743 9.218 230.100 8.005 229.493 7.702 229.645 I 6.730 230.131 5.505 230.744 -56.850 230.809 -113.636 230.869 I -127.144 222.000 -148.586 207.710 -186.246 182.610 -195.358 178.000 I -199.311 176.000 -212.843 169.155 I I I I -247.233 151.762 I -247.959 151.394 -250.254 150.233 -250.779 150.489 -253.274 151.704 I -254.273 151.199 -258.128 149.248 -267.201 144.658 I Wat!!r T lillie -400.000 90.973 20.000 144.319 I DI§!ribYled LQ!ld -113.836 230.869 -56.850 230.809 I 5.505 230.744 1 176.000 I -154.311 176.000 178.000 I -150.358 178.000 SupPOrt I -191.405 180.000 -146.405 180.000 Sypport I -187.452 182.000 -142.452 182.000 Supoort I -184.160 184.000 -139.160 184.000 Sypoort I -181.159 186.000 -136.159 186.000 Supoort I -178.159 188.000 -133.159 188.000 Sypoort I -175.158 190.000 -130.158 190.000 I Sypoort -172.157 192.000 -127.157 192.000 I Supoort -169.156 194.000 I I I I -124.156 194.000 I SUIlQQ!l -166.155 196.000 I -121.155 196.000 SUIlQQ!l -163.154 19B.000 I -11B.154 19B.000 SYIlIll!!l -160.154 200.000 I -115.154 200.000 SUIlQQ!l -157.153 202.000 I -112.153 202.000 SUIlIll!!l I -154.152 204.000 -109.152 204.000 SYOOOIl I -151.151 206.000 -106.151 206.000 §YIlIl.2!l I -148.150 20B.000 -103.150 208.000 §ygggd I -145.149 210.000 -100.149 210.000 ~ldgggEl I -142.149 212.000 -97.149 212.000 ~YDDD!l I -139.148 214.000 -94.148 214.000 §UIlIll!!:I I -136.147 216.000 -91.147 216.000 21B.000 I -B8.146 21B.000 §YIlIl.2!:1 I -130.145 220.000 -85.145 220.000 §UIlIl2!:1 I -127.144 222.000 I I Slide Analysis Information Document Name File Name: StaI2+50_SlidinILRevA_062909.sli Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Un~s of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 Iblll3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLEIMorgenstern-Price with intersllce force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of Iterations: 50 Surface Options Surface Type: Non-Circular Block Search Number ot Surfaces: 10000 Pseudo-Random Surfaces: Enabled Convex Surfaces Only: Disabled Left Projection Angle (Start Angle): 95 Left Projection Angle (End Angle): 175 Right Projection Angle (Start Angle): 5 Right ProJection Angle (End Angle): 85 Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed Load Constant Distribution, Orientation: Vertical, Magnitude: 2501b1ft2 Material Properties Material: New Fill Strength Type: Mohr-Coulomb Unit Weight: 130 IbIII3 Cohesion: 0 pst Friction Angle: 36 degrees I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Water Surface: None Material: Residual Soil/Colluvium Strength Type: Mohr-Coulomb Unit Weight: 130 Ibllt3 Cohesion: 0 psI Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Un~ Weight: 140 Ibllt3 Cohesion: 2100 psI Friction Angle: 32 degrees Water Surface: None Material: Municjoal Waste Strength Type: Mohr-Coulomb Un~ Weight: 120 Iblft3 Cohesion: 300 psI Friction Angle: 28 degrees Water Surface: None Support Properties SUDQOrt: SupPOrt 1 Support 1 . Support Type: GeoTextilEi Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 Ibilt Pullout Strength Adhesion: 0 Ibllt2 Pullou1 Strength Frfctlon Angle: 30 degrees Global Minimums Axis location: -204.204, 306.469 Left Slip Surface Endpoint: -200.444, 175.427 Right Slip Surface Endpoint: -97.114, 230.852 Resisting Moment= 1.93506e+OO7 Ib-ft Driving Moment=1.163ge+OO71b-ft Resisting Horizontal Force= 124525 Ib Driving Horizontal Force=74899.2Ib Axis Location: -204.204, 306.469 Left Slip Surface Endpoint: -200.444, 175.427 Right Slip Surface Endpoint: -97.114, 230.852 Resisting Moment=1.93488e+007 Ib-ft Driving Moment=1.16494e+007 Ib-ft Resisting Horizontal Force=124486Ib l Driving Horizontal Force=74949.3Ib Valid !Invalld Surfaces Method: spencer Number of Valid Surfaces: 2395 Number of Invalid Surfaces: 7606 Error Codes: Error Code -1 08 reported for 2484 surfaces Error Code -111 reported for 2789 surfaces Error Code -112 reported for 2333 surfaces Method: gle/morgenstern·price Number of Valid Surfaces: 2346 Number of Invalid Surfaces: 7655 Error Codes: Error Code -1 08 reported for 2374 surfaces Error Code ·111 reported for 2963 surfaces Error Code -112 reported for 2318 surfaces Error Codes The following errors were encountered during the computation: -108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors If the driving force is very small (0.1 Is an arbttrary number). -111 = safety factor equation did not converge -112 = The coefficient M·Alpha = cos(alpha)(l+tan(alpha)tan(phi)/F) < 0.2 for the final Iteration of the safety factor calculation. This screens out some slip surfaces which may not be valid in the context of the analysis, in particular, deep seated slip surfaces wtth many high negative bese angle slices In the passive zone. List of All Coordinates Non-Clrc. Failure Surface ·199.966 175.669 -152.823 175.669 -65.733 230.818 Material Boundary ·278.582 135.064 -269.170 138.326 -218.118 156.796 -191.608 165.316 -188.796 165.955 -172.849 169.586 -50.692 190.455 -50.637 190.459 -50.495 190.510 I I I I I I I I I I I I I I I. I I I I I I -39.004 195.327 I Malerial Boundarl -267.201 144.658 -257.478 147.n9 I -242.475 151.622 -220.797 157.320 -211.331 160.529 I -200.891 163.629 -180.905 169.359 -167.071 172.648 -158.119 175.183 I -137.113 180.651 -120.873 184.644 -104.083 188.243 -100.735 188.809 I -94.866 189.962 -68.982 194.268 -64.698 195.139 -42.481 202.131 I -37.108 203.436 -31.027 205.n4 -17.374 211.943 -2.562 223.255 I 2.412 226.891 6.199 228.867 7.702 229.645 I Mal!i!ri§! BouD!!!!rl -394.646 97.262 -278.582 135.064 I M!!I!i!riill BouoQilrl -390.913 100.875 -340.n9 122.588 I M!!I!i!!i1ll ~U!l!!!!rl -39.004 195.327 20.000 217.225 I Mal!i!!il!! ~yndi!Ol -195.358 178.000 -165.720 178.000 I M!!l!i!ri§! ~undarl -199.311 176.000 -184.557 176.000 I ExteID§! ~l!llWIrl -274.990 142.182 I -290.193 137.228 -298.188 134.536 -310.029 131.202 -317.704 129.269 I -322.248 127.992 -340.n9 . 122.588 I I I I -342.983 122.522 I -359.491 121.825 -390.913 100.875 -391.060 100.777 I -391.074 100.777 -393.056 100.780 -393.068 100.843 -393.185 101.460 I -393.252 101.460 -393.850 101.461 -393.954 100.913 -394.646 97.262 I -394.S55 97.262 -394.703 97.262 -399.539 97.047 -400.000 97.026 I -400.000 47.026 20.000 47.026 20.000 217.225 I 20.000 231.324 14.485 230.999 11.170 230.848 11.00S 230.893 I 10.880 230.930 10.698 230.839 10.505 230.743 9.218 230.100 I 8.005 229.493 7.702 229.645 6.730 230.131 5.505 230.744 I -56.850 230.809 -113.836 230.869 -127.144 222.000 -148.586 207.710 I -186.246 182.610 -195.358 178.000 -199.311 176.000 -212.843 169.155 I -247.233 151.762 -247.959 151.394 -250.254 150.233 I -250.779 150.489 -253.274 151.704 -254.273 151.199 -258.128 149.248 I -267.201 144.658 WIII!lt Ilbl!! -400.000 90.973 I 20.000 144.319 plslrlbuted Load -113.836 230.869 I -56.850 230.809 5.505 230.744 I I ----------------------------- I •• I Focus/Block Search Window -195.358 178.000 -195.358 174.245 -181.576 174.245 I -181.576 178.000 FOCl,!!iI!lIQck Search Win!:!Qw I -175.328 178.000 -175.328 174.345 -152.823 174.345 -152.823 178.000 I SY!lI2Q!l -199.311 176.000 -154.311 176.000 I 178.000 -150.358 178.000 •• ~UDDOrI -191.405 180.000 -146.405 180.000 I 182.000 -142.452 182.000 I SUOOQ!l -184.160 184.000 I -139.160 184.000 ~Y!ll2Q!l -181.159 186.000 I -136.159 186.000 SU!1IlQ!l -178.159 168.000 I -133.159 188.000 SugllQ!l -175.158 190.000 I -130.158 190.000 §1d1212Q!l -172.157 192.000 I -127.157 192.000 SUImQ!l -169.156 194.000 I -124.156 194.000 ~U!lI2Q!l I -166.155 196.000 -121.155 196.000 I I I I, SUl2gQrt I, -163.154 19B.000 -11B,154 19B.000 I, ~YIll2Q[j -160,154 200.000 -115.154 200.000 I, SYOOQ[j -157.153 202.000 -112,153 202.000 I, SUIlIlQ[j -154.152 204.000 I. -109.152 204.000 Ii!YIlIlQ[j -151.151 206.000 I. -106.151 206.000 SygmUl -148.150 20B,000 -103.150 20B.000 I Ii!YIlIlQ[j -145.149 210.000 I -100.149 210.000 SUOOQ[j -142.149 212.000 I -97.149 212.000 ~l!ggQ[j I' -139.148 214.000 -94.148 214.000 Syoco[j I -136.147 216.000 -91.147 216.000 SYOOQ[j I -133.146 21B.000 -88.146 21B.000 §1!1lIlQ[j I -130.145 220.000 -B5.145 220.000 Syggg[j I -127.144 222.000 -B2.144 222.000 I I I I I 'I I 1 1 I I . , I I I I I I I I I Slide Analysis Information Document Name Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 Ib/ft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLEIMorgenstern-Prlce with interslice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius increment: 10 ComposHe Surfaces:' Disabled Reverse Curvature: Create Tension Crack Minimum Elavation: Not Defined Minimum Depth: Not Defined Loading Seismic Load Coefficient (Horizontal): 0.22 Material Properties Materia!: New Fill -Seismic Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 200 psf Friction Angle: 34 degrees Water Surface: None Material: Residua! SoiVColluyiym -Seismic Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 200 pst Friction Angle: 36 degrees Water Surface: None Material: Renton Formation -Seismic Strength Type: Mohr-Coulomb Unit Weight: 140 Iblft3 Cohesion: 2100 pst Friction Angle: 32 degrees Water Surface: None Material: Municipal Waste -Seismic Strength Type: MOhr-Coulomb Unit Weight: 120 Iblft3 Cohesion: 300 psI Friction Angle: 28 degrees Water Surface: None SuPPOrt Properties Supoort: Sypoort 1 Support 1 Support Type: GeoTextile Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 IbItt Pullout Strength Adhesion: 0 1b1ft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Center: -268.469, 470.827 Radius: 314.096 left Slip Surface Endpoint: -233.560, 158.6n Right Slip Surface Endpoint: -65.856, 230.818 Resisting Moment=8.56884e-Hl07 Ib-ft Driving Moment~7.64406e+0071b-ft Resisting Horizontal Forc~249049 Ib Driving Horizontal Force~222170 Ib Method: gle/morgenslem-orice FS: 1.124670 Center: -257.985. 452.829 Radius: 293.711 left Slip Surface Endpoint: -230.054, 160.450 Right Slip Surface Endpoint: -65.691,230.818 Resisting Moment~7.98113e+007Ib-ft Driving Moment=7.09641e-Hl07Ib-ft Resisting Horizontal Force~48068 Ib Driving Horizontal Force=220569 Ib I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Valid I Invalid Surfaces Method: spencer Number of Valid Surfaces: 16642 Number of Invalid Surfaces: '1849 Error Codes: Error Code -103 reported for 55 surfaces Error Code -106 reported for 23 surfaces Error Code -108 reported for 8 surfaces Error Code -111 reported for 1763 surfaces Method: gle/morgenstern-price Number of Valid Surfaces: 16784 Number of Invalid Surfaces: 1707 Error Codes: Error Code -103 reported for 55 surfaces Error Code -106 reported for 23 surfaces Error Code -108 reported for 6 surfaces Error Code -111 reported for 1623 surfaces Error Codes The following errors were encountered during the computation: -103 = Two surface I slope intersections, but one or more surface I nonsiope extemal polygon Intersections lie between them. This usually occurs when the slip surface extends pest the bottom of the soil region, but may also occur on a benched slope model with two sets of Slope Umits. -106 = Average slice width is less than 0.0001 • (maximum horizontal extent of soil region). This IimHation is imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -108 = Total driving moment or total driving force < 0.1. This Is to IimH the calculation of extremely high safety factors If the driving force is very small (0.1 Is an arbitrary number). -111 = safety factor equation did not converge LIst of All Coordinates Search Grid -436.227 -16.833 -16.833 -436.227 242.859 242.859 482.825 482.825 Material Boundary -278.582 135.064 I I -269.170 138.326 I -218.118 156.796 -191.608 165.316 -188.796 165.955 I -172.849 169.586 -50.692 190.455 -50.637 190.459 -50.495 190.510 -39.004 195.327 Materia! Boundary I -267.201 144.658 I -257.478 147.779 -242.475 151.622 -220.797 157.320 -211.331 160.529 I -200.891 163.629 -180.905 169.359 -167.071 172.848 -158.119 175.183 I -137.113 180.651 -120.873 184.644 -104.083 188.243 -100.735 188.809 I -94.866 189.962 -68.982 194.268 -64.698 195.139 I -42.481 202.131 -37.108 203.436 -31.027 205.774 -17.374 211.943 I -2.562 223.255 2.412 226.891 6.199 228.867 7.702 229.645 I Materia! Boundary -394.646 ·97.262 -278.582 135.084 I Material Boundary -390.913 100.875 -340.779 122.588 I 20.000 217.225 I Materia! Boundary -195.358 178.000 -165.720 178.000 I Material Boundary -199.311 176.000 I -184.557 176.000 I I ------ I I Ext§mal Boundi!Q! I -274.990 142.182 -290.193 137.228 -298.188 134.536 -310.029 131.202 I -317.704 129.269 -322.248 127.992 -340.779 122.588 -342.983 122.522 I -359.491 121.825 -390.913 100.875 -391.060 100.777 I -391.074 100.777 -393.056 100.780 -393.068 100.843 -393.185 101.460 I -393.252 101.460 -393.850 101.461 -393.954 100.913 -394.646 97.262 I -394.655 97.262 -394.703 97.262 -399.539 97.047 -400.000 97.026 I -400.000 47.026 20.000 47.026 20.000 217.225 20.000 231.324 I 14.485 230.999 11.170 230.848 11.006 230.893 I 10.880 230.930 10.698 230.839 10.505 230.743 9.218 230.100 I 8.005 229.493 7.702 229.645 6.730 230.131 5.505 230.744 I -56.850 230.809 -113.836 230.869 -127.144 222.000 -148.586 207.710 I -186.246 182.610 -195.358 178.000 -199.311 176.000 -212.843 169.155 I -247.233 151.762 -247.959 151.394 -250.254 150.233 . -250.779 150.489 I -253.274 151.704 -254.273 151.199 -258.128 149.248 I -267.201 144.658 I I I I W!ller T !lble I -400.000 90.973 20.000 144.319 I 1 176.000 -154.311. 176.000 178.000 I -150.358 178.000 SYImQ[\ I -191.405 180.000 -146.405 180.000 SIlImQ!l I -187.452 182.000 -142.452 182.000 SYImQI:1 I -184.160 184.000 -139.160 184.000 186.000 I -136.159 186.000 I SYoood -178.159 188.000 -133.159 188.000 I ~IlOOO!l -175.158 190.000 -130.158 190.000 I §yooo!l -172.157 192.000 -127.157 192.000 I §UDDO[j -169.156 194.000 -124.156 194.000 I SL!I2!2Q[J -166.155 196.000 I -121.155 196.000 SIlIlll!l!l -163.154 198.000 I -118.154 198.000 SUoco!l -160.154 200.000 I -115.154 200.000 I I I I SUpPOrt -157.153 202.000 I -1 12.153 202.000 SUpPOrt -154.152 204.000 I -109.152 204.000 SuPPOrt I -151.151 206 .000 -106.151 206.000 SUpPOrt I -148.150 208.000 -103.150 208 .000 Support I -145.149 210.000 -100.149 210.000 Support I -142.149 212.000 -97.149 212.000 Support I -139.148 214.000 -94.148 214.000 I Support -136.147 216.000 -91 .147 216.000 I Support -133.146 218.000 -88.146 218.000 I 45 220.000 -85.145 220.000 I SuPPOrt -127.144 222.000 -82.144 222.000 I I I I I I ~ • < 1 1 1 , 1 i ~ , J < §-1 • , " l L Sa f ety .:or 0.00 0 .50 1. 00 1. 50 2.00 2 .50 3.00 3.50 4 .00 4.50 5.00 5 .50 6.00+ ~~ - --- ~'09 . ,;.L.-.-I, I .~ ~ I Residual SoiVCoUuvium '" ../' - \ ----- Defoor Property Reinforced Soil Slope , Sta 13+00 _ of Reinlorcing = Unreinforced I Soencers's Method , FS < 1.5 Plotted w " ~ \ewFi nl Renton Formation ----------------- N ) ~ .~ ~ 1 ~i S af ety . .:o r 0.00 0 .50 1.00 1.50 2.00 2.50 3 .00 3 .50 4 .00 4 .50 5 .00 5.50 6.00 + 1~ i r • ·500 I .-,..,--400 Residual SoiVCol1uvtum <::: ,~ 1-405 -Defoor Property Reinforced Soil Slope. Sta 1 Length of Reinforcing = 40 feet Spencers's Method. FS < 1.5 Plotted Static Loadina Re nton Formation w -,~ -100 ~~~~ ~ T--'~ o ,-.,..-. I I' ~~"" -200 .--,-.-~ -300 -- 100 U') I Safety _ .or 0.00 0.50 LOO L50 2.00 2.50 3.00 3 .50 4.00 4.50 5.00 5.50 6.00+ 1-405 -Defoor Property Reinforced Soil Slope , Sta 13+00 length of Reinforcing = 40 feet Spencers's Method, 10 lowest FS Plotted Block Sliding jusl I Residual SoIlICoi1tNIum ; "'",,-'-- n.o:!'!.!'::<lt2 , ------------------- j :J i 1. Safet.y ~o r 0.00 . , ·500 -~ ---,--..-..---.---. 1 -400 1-405 -Defoor Property Reinforced Soil Slope , Length of Reinforcing c 40 feel Spencers 's Method , FS < 1.1 Plotted Seismic Loading ~o .~ ~ r ~ ~ --r" ...--.--~'--------r . ....-,--...-~-. --,--.--...---. -~ __ ._.....,.....-,...,---.--. ·300 ·200 ·100 0 100 Slide Analysis Information Document Name File Name : Sta13+00_Static -NoRelnforcing_RevA_062909 .sli Pro!ect Settlnas Project nle: SLIDE -An Interactive Slope Stability Program Failure Direction : Right to Left Un~s of Measurement: Imperial Units Pore Fluid Unit Weight: 62 .4 IbIII3 Groundwater Method: Water Surfaces Data Output : Standard Calculate Excess Pore Pressure : Off Allow Ru ~h Water Surfaces or Grids : Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method : Park and Miller v.3 AnalYSis Method. Analysis Methods used: . GLEIMorgenstern-Price with Interslice force function: Half Sine Spencer Number 01 slices : 25 Tolerance : 0.005 Maximum number 01 iterations: 50 Surface Option. Surface Type : Circular Search Method : Grid Search Radius Increment: 10 Compos~e Surfaces : Disabled Reverse Curvature : Create Tension Crack Minimum Elevation: Not Defined Minimum Depth : Not Defined Loading 1 Distributed Load present: Distributed Load Constant Distribution, Orientation: Vertical , Magnitude : 250 1b11t2 Materia' Properties Materia!: New Fill Strength Type : Mohr-Coulomb Unit Weight: 130 1b1f13 Cohesion : ° psI Friction Angle : 36 degrees Water Surface: None Materia!: Residual SoU/Cofluvium I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Strength Type: Mohr-Coulomb Unit Weight: 130 Ib/ft3 Cohesion: 0 psi Friction Angle: 36 degrees Water Surface: None Malerjal: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 IbIft3 Cohesion: 2100 psi Friction Angle: 32 degrees Water Surface: None Global Minimums Method: spencer FS: 1.090410 Center: -372.517, 485.895 Radius: 354.698 Left Slip Surface Endpoint: -183.171, 185.963 Right Slip Surface Endpoint: -168.552,195.707 Resisting Moment=35471.21b-ft Driving Moment=32530.2 Ib-ft Resisting Horizontal Force=83.2184 Ib Driving Horizontal Force=76.3184lb Method: gle/moroenstem-prlce FS: 1.090420 Center: -372.517, 485.895 Radius: 354.698 Left Slip Surface Endpoint: -183.171, 185.963 Right Slip Surface Endpoint: -168.552, 195.707 . Resisting Moment=35471.51b-ft Driving Moment=32530.2 Ib-ft Resisting Horizontal Force--83.2186 Ib Driving Horizontal Force=76.318Ib Valid {Invalid Surfaces Method: spencer Number of Valid Surfaces: 16277 Number 01 Invalid Surfaces: 2214 Error Codes: Error Code -1 03 reported lor 33 surfaces Error Code -105 reported lor 1 surface Error Code -106 reported lor 163 surfaces Error Code -107 reported lor 1913 surfaces Error Code -108 reported lor 10 surfaces Error COde -111 reported lor 17 surfaces Error Code -1000 reported lor 77 surfaces Method: glelmoroenstem-price Number 01 Valid Surfaces: 16280 Number 01 Invalid Surfaces: 2211 Error Codes: Error Code -103 reported lor 33 surfaces Error Code -105 reported lor 1 surface --------------------------- Error Code -106 reported for 163 surfaces Error Code -107 reported for 1913 surfaces Error Code -108 reported for 15 surfaces Error Code -111 reported for 9 surfaces Error Code -1000 reported for n surfaces Error Codes The following errors were encountered during the computation: -103 = Two surface /slope intersections, but one or more surface / nonslope external polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soil region, but may also occur on a benched slope model with two sets of Slope Limils. -105 = More Ihan two surface /slope intersections with no valid slip surface. -106 = Average slice width is less than 0.0001 • (maximum horizontal extent of 5011 region). This limitation is Imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -107 = Total driving moment or total driving force is negative. This will occur H the wrong failure direction is specified, or if high external or anchor loads are applied agalnst the failure direction. -108 = Total driving moment or total driving force < 0.1. This is to IIm~ the calculation of extremely high safety factors If the driving force 15 very small (0.1 is an arbitrary number). -111 = safety factor equation did not converge -1000 = No valid slip surfaces are generated at a grid center. Unable to draw a surface. List of All Coordinates -13.319 -13.319 -492.249 247.580 247.580 519.940 519.940 Materia! Boundarv -276.649 137.634 -248.127 147.520 -190.145 168.496 -135.538 178.000 I I I I I I I I I I I I I I I I I I I ---, I I I -135.162 178.066 -53.606 193.066 -49.132 192.732 -42.749 195.407 I Material Boundary -234.355 159.613 -223.071 163.456 I -212.984 166.493 -200.424 169.900 -179.984 174.225 -174.235 175.350 I -165.976 177.308 -163.270 178.000 -152.529 180.745 -152.189 180.832 I -142.235 183.431 -126.682 187.491 -115.268 190.391 I -105.718 192.496 -93.981 194.781 -81.881 196.049 -79.181 196.271 I -77.568 196.788 -51.982 202.203 -40.791 204.699 -40.149 204.854 I -39.416 205.138 -33.259 208.771 -13.056 220.000 2.610 228.707 I 5.135 229.899 7.013 230.718 Material Boundary I -374.518 109.314 -276.649 137.634 Material Boundary I -42.749 195.407 20.000 218.191 I Extemal Boundary 20.000 46.030 20.000 218.191 20.000 232.281 I 19.996 232.281 10.783 231.902 10.568 231.977 10.305 231.846 I 10.031 231.709 8.746 231.066 7.531 230.459 7.013 230.718 I 6.258 231.096 5.031 231.710 -57.230 231.817 I I I I -114.216 231.921 I -129.102 222.000 -132.103 220.000 -153.244 205.909 -186.215 183.934 I -193.697 180.156 -197.965 178.000 -21.2.059 170.882 -234.355 159.613 I -241.912 155.794 -242.767 155.361 -244.925 154.271 -245.619 154.611 I -247.938 155.748 -248.337 155.547 -250.382 154.513 -259.684 151.568 I -272.304 147.560 -274.878 148.619 -279.120 145.362 I -308.322 135.316 -339.513 123.638 -345.949 121.241 -349.064 119.990 I -352.794 118.473 -353.901 118.095 -356.272 118.381 -361.403 118.043 I -373.642 109.897 -374.518 109.314 -375.566 108.616 -376.056 108.290 I -376.521 107.981 -385.132 102.253 -386.552 101.308 -388.846 99.782 I -389.003 99.783 -390.840 99.789 . -390.858 99.883 I -390.969 100.470 -391.065 100.470 -391.633 100.472 -391.766 99.769 I -392.428 96.275 -392.439 96.275 -392.485 96.275 -395.168 96.186 I -400.000 96.030 -400.000 48.030 W§lg( Il!!llg I -400.000 89.073 20.000 123.353 Distribyted load I -114.216 231.921 -57.230 231.817 I I Slide Analysis Information Document Name File Name: Sta13+00_Static_RevA_062909.sli Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Un~s of Measurement: Imperial Units Pore Fluid Un~ Weight: 62.4 1b/lt3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off . Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLEIMorgenstern-Price with interstice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius increment: 10 Composite Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed Load Constant Distribution, Orientation: Vertical, Magnitude: 2501b1ft2 Material PrOPerties Material: New Fill Strength Type: Mohr-Coulomb Unit Weight: 130 IbIIt3 Cohesion: 0 psi Friction Angle: 36 degrees Water Surface: None Material· Residual SoiVColiuvium I I I I I I I I I I I I I I I I I I I I I I Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 0 psi, Friction Angle: 36 degrees I Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb I Un~ Weight: 140 1b1ft3 Cohesion: 2100 psi Friction Angle: 32 degrees Water Surface: None I Support Properties I SuPPOrt: Support 1 Support 1 Support Type: GeoTextile Force Application: Passive I Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent I Tensile Strength: 1250 Ibift Pullout Strength Adhesion: 0 Iblft2 Pullout Strength Friction Angle: 30 degrees ... I Global Minimums I Center: -468.303, 261.198 Radius: 178.405 Left Slip Surface Endpoint: -370.240, 112.161 I Right Slip Surface Endpoint: -368.666, 113.209 Resisting Moment=44.194Ib-ft Driving Moment=40.4861 Ib-ft Resisting Horizontal Force=O.206216 Ib I Driving Horizontal Force=O, 188914 Ib I Center: -468.303, 261.198 Radius: 178.405 Left Slip Surface Endpoint: -370.240, 112.161 Right Slip Surface Endpoint: -368.666,'113.209 I Resisting Moment=44.194 Ib-ft Driving Moment=40.4861 Ib-ft Resisting Horizontal Force=O.206216 Ib I Driving Horizontal Force=O.1889141b Valid I Invalid Surfaces I Method: spencer Number 01 Valid Surfaces: 14739 Number of Invalid Surfaces: 3752 Error Codes: I I Error Code -103 reported for 33 surfaces Error Code -105 reported for 1 surface Error Code -106 reported for 163 surfaces Error Code -107 reported for 1913 surfaces Error Code -108 reported for 69 surfaces Error Code -111 reported for 1496 surfaces Error Code -1000 reported for 77 surfaces Method: gle!moroenstern-price Number of Valid Surfaces: 14699 Number of Invalid Surfaces: 3792 Error Codes: Error Code -103 reported for 33 surfaces Error Code -105 reported for 1 surface Error Code -106 reported for 163 surfaces Error Code -107 reported for 1913 surfaces Error Code -108 reported for 69 surfaces Error Code -111 reported for 1536 surfaces Error Code -1000 reported for 77 surfaces Error Codes The following errors were encountered during the computation: -103 = Two surface I slope intersections, but one or mor!! surface I nonslope external polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soli region, but may also occur on a benched slope model with two sets of Slope Umits. -105 = More than two surface I slope intersections with no valid slip surface. -106 = Average slice width is less than 0.0001 • (maxImum horizontal extent of soli region). This limitation Is Imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -107 = Total driving moment or total driving force is negative. This will occur if the wrong failure direction is specified, or if high external or anchor loads are applied against the failure direction. -108 = Total driving moment or total driving force < 0.1. This Is to limn the calculation of extremely high safety factors if the driving force Is very small (0.1 Is an arbnrary number). -111 = safety factor equation did not converge -1000 = No valid slip surfaces are genereted at a grid center. Unable to draw a surface. I I I I I I I I I I I I I I I I I I I ~--------------------------------- I I I List of All Coordinates W!IIar Table I -400.000 89.073 20.000 123.353 ~!i!ilr~b !:aril:! I -492.249 247.580 -13.319 247.580 -13.319 519.940 I -492.249 519.940 Millenil l !!2u ngl!tX -276.649 137.634 I -248.127 147.520 -190.145 168.496 -135.538 178.000 -135.162 178.066 I -53.606 193.066 -49.132 192.732 -42.749 195.407 I MiII!i!Oill Bo!.!ndiltX -234.355 159.613 -223.071 163.456 -212.984 166.493 I -200.424 169.900 -179.984 174.225 -174.235 175.350 -171.493 176.000 I -165.976 177.308 -163.270 178.000 -152.529 180.745 I -152.189 180.832 -142.235 183.431 -126.682 187.491 -115.268 190.391 I -105.718 192.496 -93.981 194.781 -81.881 196.049 -79.181 196.271 I -77.568 196.788 -51.982 202.203 -40.791 204.699 -40.149 204.854 I -39.416 205.138 -33.259 208.771 -13.056 220.000 2.610 228.707 I 5.135 229.899 7.013 230.718 I Mill!i!d!l! !!2!.!ngm -374.518 109.314 -276.649 137.634 I I I I Material Boundary -42.749 195.407 I 20.000 218.191 Malerlal Boundary I -197.965 178.000 -163.270 178.000 Material Boundary I -129.102 222.000 -108.514 222.000 Malerlal Boundary I -163.270 178.000 :157.965 178.000 -154.005 180.000 -152.529 180.745 I -150.045 182.000 Malerial Boundary -157.965 178.000 I -152.965 178.000 -149.005 180.000 -145.045 182.000 I -142.235 183.431 -141.117 184.000 Material Boundary I I -171.493 176.000 -156.925 176.000 -152.965 178.000 Dlstribu1ed Load I -114.216 231.921 -57.230 231.817 5.031 231.710 I External Boundary 20.000 46.030 20.000 218.191 I 20.000 232.281 19.996 232.281 10.783 231.902 I 10.568 231.977 10.305 231.846 10.031 231.709 8.746 231.066 I 7.531 230.459 7.013 230.718 6.258 231.096 5.031 231.710 I -57.230 231.817 -114.216 231.921 -129.102 222.000 -132.103 220,000 I -153.244 205.909 -186.215 183.934 I I I I I -193.697 180.156 -197.985 178.000 -201.925 176.000 -212.059 170.882 I -234.355 159.613 -241.912 155.794 -242.767 155.361 -244.925 154.271 I -245.619 154.611 -247.938 155.748 -248.337 155.547 -250.382 154.513 I -259.684 151.568 -272.304 147.560 -274.878 148.619 -279.120 145.362 I -308.322 135.316 -339.513 123.638 -345.949 121.241 I -349.064 119.990 -352.794 118.473 -353.901 118.095 -356.272 118.381 I -361.403 118.043 -373.642 109.897 -374.518 109.314 -375.566 108.616 I -376.056 108.290 -376.521 107.981 -385.132 102.253 -386.552 101.308 I -388.846 99.782 -389.003 99.783 -390.840 99.789 -390.858 99.883 I -390.969 100.470 -391.065 100.470 -391.633 100.472 I -391.766 99.769 -392.428 96.275 -392.439 96.275 -392.485 96.275 I -395.168 96.186 -400.000 96.030 -400.000 46.030 I SuPPOrt -201.925 176.000 -161.925 176.000 I SuPPOrt -197.965 178.000 -157.965 178.000 I SupPOrt -194.005 180.000 -154.005 180.000 I I I I SUIlRQrt I -190.045 182.000 -150.045 182.000 §UQRQ[j I -186.117 184.000 -146.117 184.000 SUIlRQ[J I -183.116 186.000 -143.116 186.000 SYI2IlQ[J I -180.115 188.000 -140.115 188.000 I §!.!I2IlQ[J -177.114 190.000 -137.114 190.000 I §YQIlQ[j -174.114 192.000 -134.114 192.000 I SUQIlQr:l -171.113 194.000 -131.113 194.000 I SUIlIlQ[J -168.112 196.000 -128.112 196.000 I §uooo[J -165.111 198.000 I -125.111 198.000 SUQIlQ[j -162.110 200.000 I -122.110 200.000 §YIlIlQ[J -159.110 202.000 I -119.110 202.000 SygmUl -156.109 204.000 I -116.109 204.000 §!.!I2IlQ[J -153.108 206.000 I -113.108 206.000 SYllgQ[j -150.107 208.000 I -110.107 208.000 I I Slide Analysis Information Document Name Prolect Settlnas Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to left Units 01 Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 Ibllt3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miiier v.3 Analysis Methods Analysis Methods used: GlE/Morgenstern-Price wtth Intersllce lorce function: Hall Sine Spencer Number 01 slices: 25 Tolerance: 0.005 Maximum number 01 tteratlons: 50 Surface Options Surface Type: Non-Circular Block Search Number 01 Surfaces: 10000 Pseudo-Random Surfaces: Enabled Convex Surfaces Only: Disabled left Projection Angle (Start Angle): 95 left Projectfon Angle (End Angle): 175 Right Projection Angle (Start Angle): 5 Right Projection Angle (End Angle): 85 Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed load Constant Distribution, Orientation: Vertical, Magnttude: 250 1b11t2 Material Properties Material: New Fill Strength Type: Mohr-Coulomb UnH Weight: 130 1b11t3 Cohesion: 0 psI Friction Angle: 36 degrees I I I I I I I I I I I I I I I I I I I .--------------------------------------~.----------------------------, I I I I I I I I I I I I I I I I I I I Water Surface: None Material: Residual Soil/Colluvium Strength Type: Mohr-Coulomb Unit Weight: 130 Ib/ft3 Cohesion: 0 psi Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 Ib/ft3 Cohesion: 2100 psi Friction Angle: 32 degrees Water Surface: None Support Properties SuPPOrt: SupPOrt 1 Support 1 Support Type: GeoTextlie Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 Ib/ft Pullout Strength Adhesion: 0 Iblft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Method: spencer FS: 1.651940 Axis Location: -206.523, 314.365 Left Slip Surface Endpoint: -204.n2, 174.562 Right Slip Surface Endpoint: -93.630, 231.884 Resisting Moment=2.44514e+0071b-ft Driving Moment=1.48017e+OO71b-ft Resisting Horizontal Force=148391 Ib Driving Horizontal Force=89828.7 Ib Axis Location: -206.523, 314.365 left Slip Surface Endpoint: -204.n2, 174.562 Right Slip Surface Endpoint: -93.630, 231.884 Resisting Moment=2.44383e+007 Ib-ft Driving Moment=1.47911e+OO71b-ft Resisting Horizontal Force=148400 Ib Driving Horizontal Force=89818.5 Ib Valid I Invalid Surfaces Method: spencer Number 01 Valid Surfaces: 2958 Number 01 Invalid Surfaces: 7043 Error Codes: Error Code -108 reported for 2483 surfaces Error Code -111 reported for 2317 surfaces Error Code -112 reported for 2243 surfaces Method: gle/morgenstern-price Number of Valid Surfaces: 3072 Number of Invalid Surfaces: 6929 Error Codes: Error Code -108 reported for 2232 surfaces Error Code -111 reported for 2471 surfaces Error Code -112 reported for 2226 surfaces Error Codes The following errors were encountered during the computation: -108 = Total driving moment or total driving force < 0.1. This is to limij the calculation of extremely high safety factors if the driving force Is very small (0.1 is an arbijrary number). -111 = safety factor equation did not converge -112 = The coefficient M-Alpha = cos(alpha)(1+tan(alpha)tan(phl)/F) < 0.2 for the final ijeration of the safety factor calculation. This screens out some slip surfaces which may not be valid In the context of the analysis, in particular, deep seated slip surfaces wnh many high negative base angle slices In the passive zone. List of All Coordinates Non-Clrc, Failure Surface -203.303 175.304 -160.126 175.304 -69.152 231.839 Material Boundarv -276.649 137.634 -248.127 147.520 -190.145 168.496 -135.538 178.000 -135.162 178.066 -53.606 193.066 -49.132 192.732 -42.749 195.407 Material Boundary -234.355 159.613 -223.071 163.456 -212.984 166.493 -200.424 169.900 -179.984 174.225 -174.235 175.350 -171.493 176.000 I I I I I I I I I I I I I I I I I I I I I I -165.976 177.308 -163.270 178.000 -152.529 180.745 -152.189 180.832 I -142.235 183.431 -126.682 187.491 -115.268 190.391 -105.718 192.496 I -93.981 194.781 -81.881 196.049 .-79.181 196.271 -77.568 196.788 I -51.982 202.203 -40.791 204.699 -40.149 204.854 -39.416 205.138 I -33.259 208.771 -13.056 220.000 2.610 228.707 I 5.135 229.899 7.013 230.718 Mi\tIlDi\1 !;!Qyn~!!.!:X .' -374.518 109.314 I -276.649 137.634 M!!.tlldw Bol!n~!!.!:X I -42.749 195.407 20.000 218.191 MSllIlrtl!! Bound!!!:X I -197.965 178.000 -163.270 178.000 Mi\t!!ril!! !;!Q\lnd!l!:X •• -129.102 222.000 -108.514 222.000 Mat!!DI!IIi!!lYOII!l!:X I -163.270 178.000 -157.965 178.000 -154.005 180.000 1--152.529 180.745 -150.045 182.000 M!ltllow li!!luDgW 1--157.965 178.000 -152.965 178.000 -149.005 180.000 -145.045 182.000 I -142.235 183.431 -141.117 184.000 Mi\t!ldi\1 !l~!I.lngw I -171.493 176.000 -156.925 176.000 -152.965 178.000 a- t' ~--------- Error Code ·105 reported for 1 surface Error Code ·106 reported for 163 surfaces Error Code ·108 reported for 6 surfaces Error Code ·109 reported for 1 surface Error Code ·111 reported for 1158 surfaces Error Code ·1000 reported for 77 surfaces Method: gle!moroenstem·price Number of Valid Surfaces: 17158 Number of Invalid Surfaces: 1333 Error Codes: Error Code ·103 reported for 33 surfaces Error Code ·105 reported for 1 surface Error Code ·106 reported for 163 surfaces Error Code ·108 reported for 6 surfaces Error Code ·109 reported for 1 surface Error Code ·111 reported for 1052 surfaces Error Code ·1000 reported for 77 surfaces Error Codes The following errors were encountered during the computation: ·103 = Two surface I slope intersections, but one or more surface I nonslope external polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soil region, but may also occur on a benched slope model with two sets of Slope Limits. ·105 = More than two surface I slope intersections w~h no valid slip surface. ·106 = Average slice width Is less than 0.0001 • (maximum horizontal extent of soil region). This limitation is imposed to avoid numerical errors which may result from too many slices, or too small a slip region. ·108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbitrary number). ·109 = Soiltype for slice base not located. This error should occur very rarely, If at all. It may occur If a very low number of slices is combined with certain soil geometries, such that the midpoint of a slice base is actually outside the soil region,even though the slip surface Is wholly ~hln the soil region. ·111 = safety factor equation did not converge ·1000 = No valid slip surfaces are generated at a grid center. Unable to draw a surface. I I I I I I I I~ [ I I I -165.976 177.308 -163.270 178.000 -152.529 180.745 -152.189 180.832 I -142.235 183.431 -126.682 187.491 -115.268 190.391 -105.718 192.496 I -93.981 194.781 -81.881 196.049 .-79.181 196.271 -77.568 196.788 I -51.982 202.203 -40.791 204.699 -40.149 204.854 I -39.416 205.138 -33.259 208.771 -13.056 220.000 2.610 228.707 I 5.135 229.899 7.013 230.718 MlltllDll1 BoYD!!m I -374.518 109.314 -276.649 137.634 Mi!llluill !!2undll!l1 I -42.749 195.407 20.000 218.191 I 1 -163.270 178.000 MlllIlrilli aQunl!lI!l1 I -129.102 222.000 -108.514 222.000 I Malllrilli !!2UOslll!l1 -163.270 178.000 -157.965 178.000 -154.005 180.000 I -152.529 180.745 -150.045 182.000 Mi!l!1[11li !!2u!!l1m I -157.965 178.000 -152.965 178.000 -149.005 180.000 -145.045 182.000 I -142.235 183.431 -141.117 . 184.000 Mi!l!l[llll !!2uol!m I -171.493 176.000 -156.925 176.000 -152.965 178.000 I I I I External Boundary I 20.000 46.030 20.000 218.191 20.000 232.281 I 19.996 232.281 10.783 231.902 10.568 231.977 10.305 231.846 I 10.031 231.709 8.746 231.066 7.531 230.459 7.013 230.718 I 6.258 231.096 5.031 231.710 -57.230 231.817 -114.216 231.921 I -129.102 222.000 -132.103 220.000 -153.244 205.909 I -186.215 183.934 -193.697 180.156 -197.965 178.000 -201.925 176.000 I -212.059 170.882 -234.355 159.613 -241.912 155.794 -242.767 155.361 I -244.925 154.271 -245.619 154.611 -247.938 155.748 -248.337 155.547 I -250.382 154.513 -259.684 151.568 -272.304 147.560 -274.878 146.619 I -279.120 145.362 -308.322 135.316 -339.513 123.638 I -345.949 121.241 -349.064 119.990 -352.794 118.473 -353.901 118.095 I -356.272 118.381 -361.403 118.043 -373.642 109.897 -374.518 109.314 I -375.566 108.616 -376.056 108.290 -376.521 107.981 -385.132 102.253 I -386.552 101.308 -388.846 99.782 -389.003 99.783 -390.840 99.789 I -390.858 99.883 -390.969 100.470 I I I I -391.065 100.470 I -391.633 100.472 -391.766 99.769 -392.428 96.275 I -392.439 96.275 -392.485 96.275 -395.168 96.186 -400.000 96.030 I -400.000 46.030 W!lter T able -400.000 89.073 I 20.000 123.353 Distributed Load -114.216 231.921 I -57.230 231.817 5.031 231.710 FQ!<usIBIQ!Ok ~!lar!Oh Window I -171.042 180.000 -171.042 171.727 -148.632 171.727 I -148.632 180.000 I 172.552 180.000 I Supoort -201.925 176.000 -161.925 176.000 I Supoort -197.965 178.000 -157.965 178.000 I Supoort -194.005 180.000 -154.005 180.000 I Supoort -190.045 182.000 -150.045 182.000 I Supoort -186.117 184.000 -146.117 184.000 I Supoort -183.116 186.000 -143.116 186.000 I Supoort -180.115 188.000 I I I I -140.115 188.000 I s~~llQil -177.114 190.000 -137.114 190.000 I Qlll;!llQ!:I -174.114 192.000 -134.114 192.000 I QYI;!IlQ!:I -171.113 194.000 -131.113 194.000 I Qu~!:I -168.112 196.000 -128.112 196.000 I QI.!~IlQ!:I -165.111 198.000 I -125.111 198.000 a 200.000 I -122.110 200.000 a 202.000 I -119.110 202.000 :i!YI;!IlQ!:I -156.109 204.000 I -116.109 204.000 :i!Y~IlQ!:I -153.108 206.000 I -113.108 206.000 SyggQ[l I -150.107 208:000 -110.107 208.000 :i!u~rt I -147.106 210.000 -107.106 210.000 Qyoooll I -144.106 212.000 -104.106 212.000 ~I!~!I I -141.105 214.000 -101.105 214.000 ~yooo!l I -138.104 216.000 -98.104 216.000 I I I I I Support -135.103 218.000 -95.103 218.000 I SuPPOrt -132.103 220.000 -92.103 220.000 I SupPOrt -129.102 222.000 -89.102 222.000 I I I I I I I I I I I I I I Slide Analysis Information Document Name Prolect Settings Project nle: SLIDE -An Inleractlve Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 AnalYSis Methods Analysis Methods used: GLElMorgensteTn-Price with Interslice force function: Half Sine Spencer . Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius Increment: 10 Composite Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading Seismic Load Coefficient (Horizontal): 0.22 Material Properties Material: New HI! -Seismic . Strength Type: Mohr-Coulomb Unit Weight: 130 1b1ft3 Cohesion: 200 psI Friction Angle: 34 degrees Water Surface: None Material: Residual SoilIColluvlum -Seismic Strength Type: Mohr-Coulomb I I I I I I I I I I I I I I I I I ,- I I I I I I I I I I I I I I I I I I I I I Unit Weight: 130 Ib/ft3 Cohesion: 200 psI Friction Angle: 36 degrees Water Surface: None Material: Renton Formation -Seismic Sirength Type: Mohr-Coulomb Unit Weight: 140 Iblft3 Cohesion: 2100 psI Friction Angle: 32 degrees Water Surface: None Support Properties SuPPOrt: SupPOrt 1 Support 1 Support Type: GeoTextile Force Application: Passive Force Oriemation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Linear Strip Coverage: 100 percent Tensile Strength: 1250 Ibift Pullout Strength Adhesion: 0 Iblft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Method: spencer FS: 1.121740 Center. -228.838, 363.333 Radius: 197.832 Left Slip Surface Endpoint: -222.505, 165.602 Right Slip Surface Endpoint: -81.011, 231.861 Resisting Moment=4.58808e+007 Ib-ft Driving Moment=4.09014e+007Ib-ft Resisting Horizontal Force=208189 Ib Driving Horizontal Force=185595 Ib Method: gle/morgenstern-price FS: 1.120180 Center: -228.838, 363.333 Radius: 197.832 Left Slip Surface Endpoint: -222.505, 165.602 Right Slip Surface Endpoint: -81.011, 231.861 Resisting Moment=4.5816ge+007 Ib-ft Driving Momem=4.09014e+007 Ib-ft Resisting Horlzon1ai Force=208177 Ib DrMng Horizontal Force=185843lb Valid !Invalld Surfaces Method: spencer Number 01 Valid Surfaces: 17052 Number 01 Invalid SUrfaces: 1439 Error Codes: Error Code -103 reported lor 33 surfaces Error Code -105 reported for 1 surface Error Code -106 reported for 163 surfaces Error Cooe -108 reported for 6 surfaces Error Code -109 reported for 1 surface Error Code -111 reported for 1158 surfaces Error Code -1000 reported for 77 surfaces Method: glelmorgenstem-price Number of Valid Surfaces: 17158 Number of Invalid Surfaces: 1333 Error Codes: Error Code -103 reported for 33 surfaces Error Code -105 reported for 1 surface Error Code -106 reported for 163 surfaces Error Code -108 reported for 6 surfaces Error Code -109 reported for 1 surface Error Code -111 reported for 1052 surfaces Error Code -1000 reported for 77 surfaces Error Codes The following errors were encountered during the computation: -103 = Two surface I slope intersections, but one or more surface I nonslope externaf polygon intersections lie between them. This usuafly occurs when the Slip surface extends past the bottom of the soil region, but may also occur on a benched slope model with two sets of Slope limits. -105 = More than two surface I slope intersections with no valid slip surface. -106 = Average slice width Is less than 0.0001 • (maximum horlzontaf extent of soil region). This limitation is imposed to avoid numerlcaf errors which may result from too many slices, or too small a slip region. -108 = Total driving moment or total driving force < 0.1. This is to limit !he cafculation of extremely high safety factors if the driving force Is very smail (0.1 is an arbitrary number). -1 09 = Soiltype for slice base not located. This error should occur very rarely, if at all. It may occur if a very low number of Slices is combined with certafn soil geometries, such that !he midpoint of a slice base Is actually outside the soil region,even !hough the slip surface is whoily within the soil region. -111 = safety factor equation did not converge -1000 = No valid slip surfaces are generated at a grid center. Unable to draw a surface. I I I I I I I I I I I I I I I I I I I ----------- I I I List of All Coordinates I Sear~h Gdg -492.249 247.580 -13.319 247.580 -13.319 519.940 I -492.249 519.940 Materia! Boundary -276.649 137.634 I -248.127 147.520 -190.145 168.496 -135.538 178.000 I -135.162 178.066 -53.606 193.066 -49.132 192.732 -42.749 195.407 I Materia! Boundary -234.355 159.613 -223.071 163.456 I -212.984 166.493 -200.424 169.900 -179.984 174.225 -174.235 175.350 I -171.493 176.000 -165.976 In.308 -163.270 178.000 -152.529 180.745 I -152.189 180.832 -142.235 183.431 -126.682 187.491 -115.268 190.391 I -105.718 192.496 -93.981 194.781 -81.881 196.049 I -79.181 196.271 -n.568 196.788 -51.982 202.203 -40.791 204.699 I -40.149 204.854 -39.416 205.138 -33.259 208.771 -13.056 220.000 I 2.610 228.707 5.135 229.899 7.013 230.718 I 4 -276.649 137.634 I Materia! Boundary -42.749 195.407 20.000 218.191 I I I I Matenal Boundary -197.965 178.000 I -163.270 178.000 Material Boundary I -129.102 222.000 -108.514 222.000 Matenal Boundary I -163.270 178.000 -157.965 178.000 -154.005 180.000 I -152.529 180.745 -150.045 182.000 Material Boundary I -157.965 178.000 -152.965 178.000 -149.005 180.000 I -145.045 182.000 -142.235 183.431 -141.117 184.000 Matenal Boundary I -171.493 176.000 -156.925 ·176.000 -152.965 178.000 I External Boundary 20.000 46.030 20.000 218.191 I 20.000 232.281 19.996 232.281 10.783 231.902 10.568 231.9n I 10.305 231.846 10.031 231.709 8.746 231.066 7.531 230.459 I 7.013 230.718 6.256 231.096 5.031 231.710 I -57.230 231.817 -114.216 231.921 -129.102 222.000 -132.103 220.000 I -153.244 205.909 -186.215 183.934 -193.697 180.156 -197.965 178.000 I -201.925 176.000 -212.059 170.882 -234.355 159.613 -241.912 155.794 I -242.767 155.361 -244.925 154.271 I I ~------l I I -245.619 154.611 I -247.938 155.748 -248.337 155.547 -250.382 154.513 -259.684 151.568 I -272.304 147.560 -274.878 146.619 -279.120 145.362 -308.322 135.316 I -339.513 123.638 -345.949 121.241 -349.064 119.990 -352.794 118.473 I -353.901 118.095 -356.272 118.381 -361.403 118.043 I -373.642 109.897 -374.518 109.314 -375.566 108.616 -376.056 108.290 I -376.521 107.981 -385.132 102.253 -386.552 101.308 -388.846 99.782 I -389.003 99.783 -390.840 99.789 -390.858 99.883 -390.969 100.470 I -391.065 100.470 -391.633 100.472 -391-766 99.769 -392.428 96.275 I -392.439 96.275 -392.485 96.275 -395.168 96.186 I -400_000 96.030 -400.000 46.030 W ~!!r Till!!! I -400.000 89.073 20.000 123.353 SuPPOrt I -201.925 176.000 -161.925 176.000 SupPOrt I -197.965 178.000 -157.965 178.000 SuPPOrt I -194.005 180.000 -154.005 180.000 I SuPPOrt -190.045 182.000 -150.045 182.000 I I I I SUI2llQ!l -186.117 184.000 I -146.117 184.000 SUIlIlQr! I -183.116 186.000 -143.116 186.000 SI!I2llQr! I -180.115 188.000 -140.115 188.000 §YIlRQr! I -177.114 190.000 -137.114 190.000 §YIlIlQ!l I -174.114 192.000 -134.114 192.000 §1.!1mQ!l I -171.113 194.000 -131.113 194.000 SYImQ!l I -168.112 196.000 -128.112 196.000 SUIlIlQ!l I -165.111 198.000 -125.111 198.000 §1.!1mQ!l I -162.110 200.000 -122.110 200.000 202.000 I -119.110 202.000 6uOl2QIl I -156.109 204.000 -116.109 204.000 I SUDDO!l -153.108 206.000 -113.108 206.000 I §1.!1mQ!l -150.107 208.000 -110.107 208.000 I SUImQr! -147.106 210.000 -107.106 210.000 I I I I I $uoport I -144.106 212.000 -104.106 212.000 SUPpOrt I -141.105 214.000 -101 .105 214.000 SUpPOrt I -138.104 216.000 -98.104 216.000 I 218.000 -95.103 218.000 I SUPpOrt -132.103 220 .000 -92.103 220 .000 I SUPpOrt -129.102 222.000 -89.102 222.000 I I I I I I I I I I I j ~ J l oj 1 ~ < 1 j ~ ~ gJ -1 -I " , ~j Safety cor 0 .00 0.50 1. 00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5 .00 5.50 6.00+ ~ '" .-. ~ ~. -.--, Residual Soil/Conuvtum " ---- 1-405 -Defoor Property Re inforced Soil Slope, Sta 13+50 Length of Reinforcing = Unreinforced Spencers 's Method , FS < 1.5 Plotted Static Load ing w y ~ \NewAI ~ Renton Formation ----.---.--""""T I - -- ---[ [ ~ ~ N 1 , 1 • • ~l • 1 Safety cor 0.00 0.50 1. 00 1. 50 2 .00 2.50 3.00 3 .50 4.00 4.50 5.00 -,..-, ,~ ...s00 ~r-~~~~"-.. "" ..,- -400 -------, ------------ -I • r ,---. ... --r -300 1-405 -Defoor Property Reinforced Soil Slope , Sta 13+50 Length of Reinforcing = 40 feet Spencers's Method , FS < 1.5 Plotted Static Loading 1 Renton Formation w T-~' ---,-._ ... ~, -100 0 ~200""" .. -'-~-'---'--'-r---..~ .... --.---,-. ~- 100 , '~ 1 ~ ~ ~ j I ~ 1 Saf et.y cor ~ 0 .00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 ~ Residual SofVConuvium ~ ~ 1-405 -Defoor Property Reinforced Soil Slope , Sta 13+50 Length of Reinforcing = 40 feet Spencers's Method, 10 Lowest FS Plotted Block Sliding ~, "-lliesldual SoiIICoIuvium I "'- "-~:I'C"!XI~ ~;I~b':? ~ ~ --~ I Renton Fonnalion w - ~ ------------------- M I 1 .~ 1 l 1 , 1 1 Safety tor 0.00 0.50 1. 00 1.50 2 .00 2.50 3.00 3.50 4.00 4.50 5 .00 5 .50 6.00+ ·500 ..-.... 1-' I • -400 1-405 -Defoor Property Reinforced Soil Slope , Sta 13+50 Length of Reinforcing = 40 feet Spencers's Method, FS < 1.1 Plotted Seismic Loading I I Fn i I I I -~~~-~"'I -.-~-..--1-....... t " ~r-o---'--r-,.-" -.-............--~............-.-~ r--.-~ ~~ _____ ~--,-___ ~_j ·300 ·200 ·100 0 100 Slide AnalysIs Information Document Name File Name : Sta13+50_Static -NoRelnlorcinILRevA_062909 .sli Prolect Settings Project nle: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to left Unns 01 Measurement : Imperial Unns Pore Fluid Unn Weight: 62.4 Iblft3 Groundwater Method : Water Surfaces Data Output: Standard Calculate Excess Pore Pressure : Off Allow Ru with Water Surfaces or Grids : Off Random Numbers : Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method : Park and Miller v.3 AnalYSis Methods Analysis Methods used: GlEIMorgenstem-Price wnh Intersllce lorce lunctlon : Half Sine Spencer Number 01 slices : 25 Tolerance : 0.005 Maximum number 01 Iteratlons : 50 Sur1ace Options Surface Type : Circular Search Method : Grid Search Radius Increment: 10 Composfte Surfaces : Disabled Revet'Se Curvature : Create Tension Crack Minimum Elevation : Not Defined Minimum Depth : Not Defined Loading 1 Distributed load present: Distributed load Constant Distribution . Orientation : Vertical . Magnnude : 250 1b1ft2 Material Proptrt!e. Maladal : New AU Strength Type : Mohr -Coulomb Unit Weight : 130 IbIft3 Cohesion : 0 psI Friction Angle : 36 degrees Water Surface : None Material: ResldYal SoiVCo!lyyfym I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Strength Type: Mohr-Coulomb Unit Weight: 130 Ib/ft3 Cohesion: 0 psi Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Un~ Weight: 140 Ib/ft3 Cohesion: 2100 psi Friction Angle: 32 degrees Water Surface: None Global Minimums Method: spencer FS: 1.090180 Center: -329.519, 393.521 Radius: 252.877 Left Slip Surface Endpoint: -192.516, 180.972 Right Slip Surface Endpoint: -186.057, 185.277 Resisting Moment=3058.87 Ib-ft Driving Moment=2805.83 Ib-ft Resisting Horizontal Force=10.0S56 Ib Driving Horizontal Force=9.23294Ib Center: -329.519, 393.521 Radius: 252.877 Left Slip Surface Endpoint: -192.51S, 180.972 Right Slip Surface Endpoint: -18S.057, 185.277 Resisting Moment=3058.87 Ib-ft Driving Moment=2805.83 Ib-ft Resisting Horizontal Force=10.0S5Slb Driving Horizontal Force=9.23293 Ib Valid I Invalid Surfaces Method: spencer Number 01 Valid Surfaces: 15993 Number 01 Invalid Surfaces: 2498 Error Codes: Error Code -103 reported lor 45 surfaces ErrorCode-10Sreportedlor64surfaces Error Code -107 reported lor 2313 surfaces Error Code -108 reported lor 44 surfaces Error Code -109 reported lor 1 surface Error Code -111 reported lor 29 surfaces Error Code -112 reported lor 2 surfaces Method: glelmomenstem-pr!ce Number 01 Valid Surfaces: 1S022 Number of Invalid Surfaces: 2469 Error Codes: Error Code -103 reported for 45 surfaces Error Code -10S reported for 64 surfaces Error Code -107 reported for 2313 surfaces Error Code -108 reported for 44 surfaces Error Code -109 reported for 1 surface Error Code -112 reported for 2 surfaces Error Codes The following errors were encountered during the computation: -103 ; Two surface I slope intersections, but one or more surface I nonslope external polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soil region, but may also occur on a benched slope model with two sets of Slope limits. -106 ; Average slice width is less than 0.0001 • (maximum horizontal extent of soil region). This limitation Is Imposed to avoid numerical errors which may resu~ from too many slices, or too small a slip region. -107 ; Total driving moment or total driving force is negative. This will occur if the wrong failure direction Is specified, or if high external or anchor loads are applied against the failure direction. -108; Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors If the driving force is very small (0.1 is an arbitrary number). -109 = SOiltype for slice base not located. This error should occur very rarely, if at all. It may occur if a very low number of slices is combined with certain soli geometries, such that the midpoint of a slice base is actually outside the soli region,even though the slip surface is wholly within the soil region. -111 = safety factor equation did not converge -112 = The coefficient M-Alpha = cos(alpha)(1 +tan(alpha)tan(phi)/F) < 0.2 for the final iteration of the safety factor calculation. This screens out some slip surfaces which may not be valid In the context of the analysis, in particular, deep seated slip surfaces with many high negative base angle slices in the passive zone. LIst of All Coordinates Search Grid -454.426 -0.217 -0.217 243.937 243.937 457.628 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -454.426 457.628 Material Boundary -274.715 140.199 -227.084 156.708 -189.224 170.405 -157.075 176.000 -63.881 192.220 -48.537 195.042 -47.696 194.979 -46.495 195.482 -206.167 -204.792 -202.555 -187.463 -173.511 -146.405 -145.647 -137.932 -117.638 -101.189 -96.902 -84.032 -81.427 -68.855 -61.828 -51.470 -39.076 -12.352 -5.0n 2.320 6.218 6.453 170.860 171.276 171.970 176.000 179.725 185.397 185.550 187.110 191.818 195.820 196.623 200.259 200.616 202.195 203.106 204.385 207.525 217.693 223.493 229.867 231.571 231.670 -304.505 133.146 -274.715 140.199 Matenal Boundary -46.495 195.482 20.000 213.706 Matenal Boyndary -187.463 176.000 -161.320 176.000 -157.321 178.000 -153.974 180.000 -150.973 182.000 -147.972 184.000 -145.647 185.550 -144.972 186.000 External Boundary . _._.------------, I I -255.592 154.593 I -269.152 150.355 -279.Q18 147.956 -281.026 147.338 -282.867 146.627 I -302.269 138.316 -312.620 134.358 -326.593 130.202 I -337.887 127.026 -345.201 123.920 -352.566 121.546 -373.938 107.379 I -380.122 103.279 -385.973 99.400 -386.741 99.402 -387.979 99.404 I -388.033 99.691 -388.108 100.085 -388.397 100.085 -388.n6 100.086 I -389.140 98.1n -389.576 95.888 -389.603 95.888 -389.633 95.888 I -394.611 95.727 -397.655 95.631 -400.000 95.555 I -400.000 45.555 20.000 45.555 20.000 213.706 20.000 233.148 I 11.848 232.937 10.366 232.880 10.157 232.916 9.833 232.754 I 9.558 232.616 8.342 232.009 7.058 231.367 6.453 231.670 I 5.830 231.981 4.558 232.617 -53.955 232.762 -114.612 232.896 I -129.070 223.253 -130.952 222.000 -132.654 220.867 -134.970 219.326 I -147.523 210.960 -169.593 196.250 -170.312 195.nl I -167.719 184.169 -195.931 178.695 -201.320 176.000 -217.633 167.841 I . -226.526 163.394 -226.599 163.358 -237.791 157.759 I I I I I , I I -239.929 156.690 -240.799 156.255 -243.069 157.384 -243.806 157.751 I -243.932 157.750 -244.009 157.712 W~!l[ Tlltlle I -400.000 95.555 20.000 128.380 QI:lIri!2uted LQBd I -114.612 232.896 -53.955 232.762 4.558 232.617 I I I I I I I I I I I I I Slide Analysis Information Document Name Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Un~s of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: 011 Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLE/Morgenstem-Price with intersllce force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius Increment: 10 Compos~e Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed Load Constant Distribution, Orientation: Vertical, Magnrude: 250 1b1ft2 Material Properties Material: New FjII Strength Type: Mohr-Coulomb Un~ Weight: 130 Iblft3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface: None Material: Residua! SoiVColiuvium I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Strength Type: Mohr-Coulomb Un~ Weight: 130 Ib/1l3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Un~ Weight: 140 Ib/1l3 Cohesion: 2100 psf Friction Angle: 32 degrees Water Surface: None Support Properties SupPOrt: SupPOrt 1 Support 1 Support Type: GeoTextlle Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 IbItt Pullout Strength Adhesion: 0 Iblft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Method: spencer FS: 1.452740 Center: -374.939, 457.628 Radius: 329.580 Left Slip Surface Endpoint: ,231.901, 160.706 Right Slip Surface Endpoint: -223.151,165.082 Resisting Moment=6622.32 Ib-ft Driving Moment=4558.521b-ft ReSisting Horizontal Force=17.9708Ib Driving Horizontal Force=12.3703Ib Method: gle/morgenstem-price FS: 1.452740 Center: -374.939, 457.628 Radius: 329.580 Left Slip Surface Endpoint: -231.901,160.706 Right Slip Surface Endpoint: -223.151, 165.082 Resisting Moment=6622.34 Ib-ft Driving Moment=4558.52 Ib-ft Resisting Horizontal Force=17.9708Ib Driving Horizontal Force= 12.3703 Ib Valid I Invalid Surfaces Method: spencer Number of Valid Surfaces: 14713 Number of Invalid Surfaces: 3778 Error Codes: Error Code -103 reported for 45 surfaces Error Code -106 reported for 64 surfaces Error Code -107 reported for 2313 surfaces Error Code -108 reported for 158 surfaces Error Code -109 reported for 1 surface Error Code -111 reported for 1195 surfaces Error Code -112 reported for 2 surfaces Method: gfe/morgenstern-price Number of Valid Surfaces: 14687 Number of fnvalld Surfaces: 3804 Error Codes: Error Code -103 reported for 45 surfaces Error Code -106 reported for 64 surfaces Error Code -107 reported for 2313 surfaces Error Code -108 reported for 158 surfaces Error Code -109 reported for 1 surface Error Code -111 reported for 1221 surfaces Error Code -112 reported for 2 surfaces Error Codes The following errors were encountered during the computation: -103 = Two surface / slope intersections, but one or more surface / nonslope external polygon Intersections lie between them. This usually occurs when the Slip surface extends past the bottom of the soil region, but may also occur on a benched slope model with two sets of Slope Umlts. -106 = Average slice width is less than 0.0001 • (maximum horizontal extent of soil region). This IimHatlon Is Imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -107 = Total driving moment or total driving force Is negative. This will occur if the wrong failure direction is specified, or if high external or anchor loads are applied against the failure direction. -108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors If the drlvfng force Is very small (0.1 is an arbitrary number). -109 = Soillype for slice base not located. This error should occur very rarely, If at all. It may occur If a very low number of sllcas Is combined with certain soli geometries, such that the midpoint of a slice base is actually outside the soli reglon,even though the Slip surfaca is wholly wHhin the soli region. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -111 = safety factor equation did not converge -112 = The coefficient M-Alpha = cos(alpha){1 +tan(alpha)tan(phi)/F) < 0.2 for the final iteration of the safety factor calculation. This screens out some slip surfaces which may not be Valid in the context of the analysis, in particular, deep seated slip surfaces with many high negative base angle slices in the passive zone. List of All Coordinates Search Grid -454.426 -0.217 -0.217 -454.426 -227.084 -189.224 ~157.075 -155.917 -63.881 -48.537 -47,696 -46.495 243.937, 243.937 457,628 457.628 156.708 170.405 176.000 176.202 192.220 195.042 194.979 195.482 Materia! Boundarv -226.599 163.358 -206.167 170.860 -204.792 171.276 -202.555 171.970 -187.463 176.000 -173.511 179.725 -146.405 185.397 -145.647 185.550 -138.468 187.002 -137.932 187.110 -117.638 191.818 -101.189 195.820 -96.902 196.623 -84.032 200.259 -81.427 200.616 -68.855 202.195 -61,828 203.106 -51.470 204.385 -39.076 207.525 -12.352 217.693 -5.077 223.493 2.320 229.867 6.218 231.571 6.453 231.670 Material Boundarv -352.566 121.546 -304.505 133.146 I I -274.715 140.199 I 20.000 213.706 I Material Boundary -187.463 176.000 I -157.075 176.000 -156.320 176.000 -155.917 176.202 -152.321 178.000 I -148.974 180.000 -145.973 182.000 -142.972 184.000 -139.972 186.000 I -138.468 187.002 -136.971 188.000 -269.152 150.355 I -279.018 147.956 I -281.026 147.338 -282.867 146.627 -302.269 138.316 -312.620 134.358 I -326.593 130.202 -337.887 127.026 -345.201 123.920 -352.566 121.546 I -373.938 107.379 -380.122 103.279 -385.973 99.400 -386.741 99.402 I -387.979 99.404 -388.033 99.691 -388.108 100.085 -388.397 100.085 I -388.n6 100.086 -389.140 98.1n -389.576 95.888 -389.603 95.888 I -389.633 95.888 -394.611 95.727 -397.655 95.631 I -400.000 95.555 -400.000 45.555 20.000 45.555 20.000 213.706 I 20.000 233.148 11.848 232.937 10.366 . 232.880 10.157 232.916 I 9.833 232.754 9.558 232.616 8.342 232.009 I I I I '. 7.058 231.367 6.453 231.670 5.830 231.981 4.558 232.617 • -53.955 232.762 -114.612 232.896 -129.070 223.253 -130.952 222.000 I -132.654 220.867 -134.970 219.326 -147.523 210.960 -169.593 196.250 I -170.312 195.n1 -187.719 184.169 -195.931 178.695 I -201.320 176.000 -217.633 167.841 -226.526 163.394 -226.599 163.358 I -237.791 157.759 -239.929 156.690 -240.799 156.255 -243.069 157.384 I -243.806 157.751 -243.932 157.750 -244.009 157.712 I W 1lI!![ T i\l!1!! -400.000 95.555 20.000 128.380 I DI§l!l!2uted Lom! -114.612 232.896 -53.955 232.762 4.558 232.617 I SuPPOrt -201.320 176.000 I -161.320 176.000 178.000 I -157.321 178.000 SuPPOrt -193.974 180.000 I -153.974 180.000 Suooort -190.973 182.000 I -150.973 182.000 Suooort -187.972 184.000 I -147.972 184.000 Suooort I I I I -184.972 186.000 I -144.972 186.000 SUIlIlQ!1 -181.971 188.000 I -141.971 188.000 SyggQll -178.970 190.000 I -138.970 190.000 !2L!ooo[l -175.970 192.000 I -135.970 192.000 12L!IlIlQ!1 -172.969 194.000 I -132.969 194.000 SUIlIlQ[l -169.968 196.000 I -129.968 196.000 !2L!IlIlQ!1 I -166.968 198.000 -126.968 198.000 SL!IlIl!![l I -163.967 200.000 -123.967 200.000 Sb!IlIlQ[l I -160.966 202.000 -120.966 202.000 Suooo!1 I -157.966 204.000 -117.966 204.000 12UDDO!1 I -154.965 206.000 -114.965 206.000 SUIlIlQ!1 I -151.964 208.000 -111.964 208.000 1:lL!IlIlS![l I -148.964 210.000 -108.964 210.000 !2YIlIl!![l I -145.963 212.000 -105.963 212.000 !2YIlIlQ!1 I -142.961 214.000 I I I I I -102.961 214.000 SupPOrt -139.960 216.000 I -99.960 216.000 SupPOrt -136.959 218.000 I -96.959 218.000 SUpPOrt -133.957 220.000 I -93.957 220.000 SupPOrt -130.952 222.000 I -90.952 222.000 I I I I I I I I I I I I Slide Analysis Information Document Name File Name: Stat 3+50_SlidinILRevA_062909.sli Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Fallure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 1b1ft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLElMorgenstem-Price with interstice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Non-Circular Block Search Number of Surfaces: 10000 Pseudo-Random Surfaces: Enabled Convex Surfaces Only: Disabled Left Projection Angle (Start Angle): 95 Left Projection Angle (End Angle): 175 Right Projection Angle (Start Angle): 5 Right Projection Angle (End Angle): 85 Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed Load Constant Distribution, Orientation: Vertical, Magnitude: 250 1b1ft2 Material Properties Malerlal: New Fill Strength Type: Mohr-Coulomb Unit Weight: 130 1b1ft3 Cohesion: ° psf Friction Angle: 36 degrees I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Water Surface: None Material: Residual SojVColluvium Strength Type: Mohr-Coulomb Un~ Weight: 130 Iblft3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Un~ Weight: 140 1b1ft3 Cohesion: 2100 psf Friction Angle: 32 degrees Water Surface: None Support Properties SuPPOrt: Supoort 1 Support 1 Support Type: GeoTextile Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Linear Strip Coverage: 100 percent Tensile Strength: 1250 Ibift Pullout Strength Adhesion: 0 Ib/ft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Method: spencer FS: 1.625700 Axis Location: -208.931, 310.162 Left Slip Surface Endpoint: -203.952, 174.684 Right Slip Surface Endpoint: -97.561', 232.858 Resisting Moment=2.11627e+0071b-ft Driving Moment=1.30176e+0071b-ft Resisting Horizontal Force=131900 Ib Driving Horizontal Force=81134.4Ib Method: gle/morgenstem-price FS: 1.625710 Axis location: -208.931, 310.162 Left Slip Surface Endpoint: -203.952,174.684 Right Slip Surface Endpoint: -97.561, 232.858 Resisting Moment=2.11551e+0071b-ft DrMng Moment=I.30128e+0071b-ft Resisting Horizontal Force=1319711b DrMng Horizontal Force=811n.3Ib Valid I Invalid Surfaces Method: soencer Number of Valid Surfaces: 2640 Number of Invalid Surfaces: 7361 .'. Error Codes: Error Code -108 reported for 2448 surfaces Error Code -111 reported for 2580 surfaces Error Code -112 reported for 2333 surfaces Method: glelmorgenstern-pdce Number of Valid Surfaces: 2665 Number of Invalid Surfaces: 7336 Error Codes: Error Code -108 reported for 2268 surfaces Error Code -111 reported for 2750 surfaces Error Code -112 reported for 2318 surfaces Error Codes The following errors were encountered during the compulatlon: -108 = Total driving moment or total driving force < 0.1. This Is to !im~ the calculation of extremely high safety factors If the ddvlng force is very small (0.1 is an arbitrary number). -111 = safety factor equation did not converge -112 = T~e coe' .nt M-Aipha = cos(aipha)(1 +tan(alpha)tan(phi)IF) '1.2 for It" lratlon of the safety factor calculation. This screens out .',' . ~av not be valid in the context of the analysis, in '~" u. _,_ ._ ' w~h many high negative base angle ~S in the pas~ no. J "," I' . . ::....;.,! .... ..!-L... ''! Nh "'51,.1. 9 lL -2/-. -227.v. -189.224 -157.075 -155.917 -63.881 -48.537 -47.696 -46.495 -206.167 -204.792 -202.555 -187.463 -173.511 . .!.mb;;1> l..fu!rL ;.527 179 '" J~ :3.708 i 10.405 176.000 176.202 192.220 195.042 194.979 195.482 170.860 171.276 171.970 176.000 179.725 . , - =- I I I I I I I I I I I I I I I I I I I I I I -146.405 165.397 -145.647 165.550 -136.466 167.002 -137.932 167.110 I -117.636 191.616 -101.189 195.820 -96.902 196.623 -84.032 200.259 I -81.427 200.616 -68.855 202.195 -61.828 203.106 -51.470 204.385 I -39.076 207.525 -12.352 217.693 -5.077 223.493 I 2.320 229.867 6.218 231.571 6.453 231.670 I Mal!!ri!!i Boyn!!!!rt -352.566 121.546 -304.505 133.146 -274.715 140.199 I 20.000 213.706 I M!llgrii!! !lQyndllrt -187.463 176.000 -157.075 176.000 I -156.320 176.000 -155.917 176.202 -152.321 178.000 -148.974 180.000 I -145.973 182.000 -142.972 184.000 -139.972 186.000 I -138.468 187.002 -136.971 188.000 ElIIgl!li!! BOl.m!!ilrt I -255.592 154.593 -269.152 150.355 -279.018 147.956 -281.026 147.338 I -282.867 146.627 -302.269 136.316 -312.620 134.358 -326.593 130.202 I -337.887 127.026 -345.201 123.920 -352.566 121.546 -373.938 107.379 I -380.122 103.279 -385.973 99.400 -386.741 99.402 I I I I -387.979 99.404 I -388.033 99.691 -388.108 100.085 -388.397 100.085 -388.776 100.086 I -389.140 98.177 -389.576 95.888 -389.603 95.888 -389.633 95.888 I -394.611 95.727 -397.655 95.631 -400.000 95.555 I -400.000 45.555 20.000 45.555 20.000 213.706 20.000 233.148 I 11.848 232.937 10.366 232.880 10.157 232.916 9.833 232.754 I 9.558 232.616 8.342 ·232.009 7.058 231.367 6.453 231.670 I 5.830 231.981 4.558 232.617 -53.955 232.762 -114.612 232.696 I -129.070 223.253 -130.952 222.000 -132.654 220.867 I -134.970 219.326 -147.523 210.960 -169.593 196.250 -170.312 195.771 I -187.719 184.169 -195.931 178.695 -201.320 176.000 -217.633 167.841 I -226.526 163.394 -226.599 163.358 -237.791 157.759 -239.929 156.690 I -240.799 156.255 -243.069 157.384 -243.806 157.751 -243.932 157.750 I -244.009 157.712 !tlill!i!r Iilbl!! -400.000 95.555 I 20.000 128.380 Plstrlbuted Load I -114.612 232.896 -53.955 232.762 4.558 232.617 I I r I I I I Focus/Block Search Window -197.321 178.000 -197.321 173.368 I -184.603 173.368 -184.603 178.000 I -176.852 172.558 -156.281 172.558 -156.281 178.062 I SuPPOrt -201.320 176.000 -161.320 176.000 I SupPOrt -197.321 178.000 I -157.321 178.000 SupPOrt -193.974 180.000 I -153.974 180.000 182.000 I -150.973 182.000 SupPOrt . -187.972 184.000 I -147.972 184.000 SuPPOrt -184.972 186.000 I -144.972 186.000 SupPOrt I -181.971 188.000 -141.971 188.000 SupPOrt I -178.970 190.000 -138.970 190.000 SupPOrt I -175.970 192.000 -135.970 192.000 SupPOrt I -172.969 194.000 -132.969 194.000 SuPPOrt I -169.968 196.000 -129.968 196.000 I I I I SUJ:!gQrt I -166.968 19B.00O -126.968 19B.000 SUJ.lI2Q[J I -163.967 200.000 -123.967 200.000 S!.JJ.lIlQ!l I -160.966 202.000 -120.966 202.000 Q!.JJ.lIlQ!l I -157.966 204.000 -117.966 204.000 Q!.JJ:!IlQ!l I -154.965 206.000 -114.965 206.000 SUJ:!IlQ!l I -151.964 208.000 -111.964 20B.000 SUJ2IlQ!l I -148.964 210.000 -10B.964 210.000 QUJ.lIlQ!l I -145.963 212.000 -105.963 212.000 Suooo[l I -142.961 214.000 -102.961 214.000 I Q!.JJ.lIlQ!l -139.960 216.000 -99.960 216.000 I QUJ.lIlQ!l -136.959 218.000 -96.959 21B.000 I QUJ.lIlQ!l -133.957 220.000 -93.957 220.000 I ~ygggd -130.952 222.000 -90.952 222.000 I I I I II II I I I I I I I I I I I I I I I I I Slide Analysis Information Document Name Prolect Settings Project nle: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Un~ Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru w~h Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLEIMorgenstern-Price w~h interslice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius increment: 10 Composite Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading Seismic Load Coefficient (Horizontal): 0.22 Material Prooertles Material: New Fill Strength Type: Mohr-Coulomb Un~ Weight: 130 Iblft3 Cohesion: 0 psi Friction Angle: 36 degrees Water Surface: None Material: New Fill -Seismic Strength Type: Mohr-Coulomb I I Unit Weight: 130 Iblft3 I Cohesi9n: 200 psI Friction Angle: 34 degrees Water Surface: None Material: Residual SojVColiuvium -Seismic I Strength Type: Mohr-Coulomb Unit Weight: 130 Ib/ft3 Cohesion: 200 psI I Friction Angle: 36 degrees Water Surface: None Materjal: Renton Formation -Seismic I Strength Type: Mohr-Coulomb Unit Weight: 140 Iblft3 Cohesion: 2100 psI I Friction Angle: 32 degrees Water Surface: None Support Properties I' 0 SuPPOrt: SuPPOrt 1 ,Support 1 I Support Type: GeoTextlle Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None I Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 IbItt Pullout Strength Adhesion: 0 1b1ft2 I Pullout Strength Friction Angle: 30 degrees Global Minimums I Center: -227.321, 361.467 Radius: 194.598 I Left Slip Surface Endpoint: -219.241, 167.037 Right Slip Surface Endpoint: -81.312, 232.822 Resisting Moment=4.4373e+007 Ib-ft I Drfving Moment=3.99305e+007 Ib-ft Resisting Horizontal Force=204461 Ib . Driving Horizontal Force= 183992 Ib MllIhod: gle!momenstem-price I FS: 1.106810 Center: -227.321, 361.467 , Radius: 194.598 I Left Slip Surface Endpoint: -219.241,167.037 Right Slip Surface Endpoint: -81.312, 232.822 Resisting Moment=4.41955e+007 Ib-ft Driving Moment=3.99305e+OO7 Ib-ft I Resisting Horizontal Force---204108 Ib Driving Horizontal Force=I84411Ib I I I I I I I I I I I I I I I I I I I I I Valid !Invalld Surfaces Method: spencer Number of Valid Surfaces: 17288 Number of Invalid Surfaces: 1203 Error Codes: Error Code -103 reported for 45 surfaces Error Code -106 reported for 64 surfaces Error Code -108 reported for 17 surfaces Error Code -109 reported for 1 surface Error Code -111 reported for 1076 surfaces Method: gle/moroenstern-price Number of Valid Surfaces: 17493 Number of Invalid Surfaces: 998 Error Codes: Error Code -103 reported for 45 surfaces Error Code -106 reported for 64 surfaces Error Code -108 reported for 16 surfaces Error Code -109 reported for 1 surface Error Code -111 reported for 872 surfaces Error Codes The following errors were encountered during the computation: -103 = Two surface I slope Intersections, but one or more surface I nonslope extemal polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soil region, but may also occur on a benched slope model with two sets of Slope limits. -106 = Average slice width Is less than 0.0001 * (maximum hOrizontal extent of soli region). This limitation Is Imposed to avoid numerical errors which may resu~ from too many slices, or too small a slip region. -108 = Total drMng moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbitrary numbel). -109 = Soi~ype for slice base not located. This error should occur very rarely, if at all. ~ may occur H a very low number of , slices Is combined with certain soli geometries, such that the midpoint of a slice base is actually outside the soil region ,even though the slip surface is wholly within the soli region. -111 = safety factor equation did not converge I I List of All Coordinates I Search !:arig -454.426 243.937 I -0.217 243.937 -0.217 457.628 -454.426 457.628 Material Boundary I -274.715 140.199 -227.084 156.708 -189.224 170.405 I -157.075 176.000 -155.917 176.202 -63.881 192.220 I -48.537 195.042 I -47.696 194.979 -46.495 195.482 Material Boundary I -226.599 163.358 -206.167 170.860 -204.792 171.276 -202.555 171.970 I -187.463 176.000 -173.511 179.725 -146.405 185.397 I -145.647 185.550 -138.468 187.002 -137.932 187.110 -117.638 191.818 I -101.189 195.820 -96.902 196.623 -84.032 200.259 -81.427 200.616 I -68.855 202.195 -61.828 203.106 -51.470 204.385 -39.076 207.525 I -12.352 217.693 -5.077 223.493 2.320 229.867 6.218 231.571 I 6.453 231.670 Materia! Boungary I -352.566 121.546 -304.505 133.146 -274.715 140.199 Material Bounclary I -46.495 195.482 20.000 213.706 Material Boungary I -187.463 176.000 I I I I I -157.075 176.000 -156.320 176.000 -155.917 176.202 -152.321 178.000 I -148.974 180.000 -145.973 182.000 -142.972 184.000 -139.972 186.000 I -138.468 187.002 -136.971 188.000 E!\!e[!!!!1 BQyngSl~ I -255.592 154.593 -269.152 150.355 -279.018 147.956 I -281.026 147.338 -282.867 146.627 -302.269 138.316 -312.620 134.358 I -326.593 130.202 -337.887 127.026 -345.201 123.920 -352.566 121.546 I -373.938 107.379 -380.122 103.279 -385.973 99.400 -386.741 99.402 I -387.979 99.404 -388.033 99.691 -388.108 100.085 -388.397 100.085 I -388.776 100.086 -389.140 98.177 -389.576 95.888 -389.603 95.888 I -389.633 95.888 -394.611 95.727 -397.655 95.631 I -400.000 95.555 -400.000 45.555 20.000 45.555 20.000 213.706 I 20.000 233.148 11.848 232.937 10.366 232.880 10.157 232.916 I 9.833 232.754 9.558 232.616 8.342 232.009 7.058 231.367 I 6.453 231.670 5.830 231.981 4.558 232.617 -53.955 232.762 I -114.612 232.896 -129.070 223.253 I I I I -130.952 222.000 I -132.654 220.867 -134.970 219.326 -147.523 210.960 I -169.593 196.250 -170.312 195.771 -187.719 184.169 -195.931 178.695 I -201.320 176.000 -217.633 167.841 -226.526 163.394 -226.599 163.358 I -237.791 157.759 -239.929 156.690 -240.799 156.255 -243.069 157.384 I -243.806 157.751 -243.932 157.750 -244.009 157.712 W i!l!1[ I!I!2I!! I -400.000 95.555 20.000 128.380 I :2!.!I2IlQ!:I -201.320 176.000 -161.320 176.000 178.000 I -157.321 178.000 180.000 I -153.974 180.000 I 182.000 -150.973 182.000 I SUIlIlQ!:I -187.972 184.000 -147.972 184.000 I :;!!!I2llQ!:I -184.972 186.000 I -144.972 186.000 :2!!1lIlI!1l -181.971 188.000 I -141.971 188.000 :2!!12Il21l -178.970 190.000 I -138.970 190.000 I I ---------- I I Support I -175.970 192.000 -135.970 192.000 I Support -172.969 194.000 -132.969 194.000 I SUPDort -169.968 196.000 -129.968 196.000 -J SUPDort -166.968 198.000 -126.968 .198.000 I SuPPOrt -163.967 200.000 . -123.967 200.000 I SupPOrt -160.966 202.000 -120.966 202.000 I SUpPOrt -157.966 204.000 -117.966 204.000 I SuPPOrt -154.965 206.000 -114.965 206.000 I SupPOrt -151.964 208.000 -111.964 208.000 I Support -148.964 210.000 -108.964 210.000 I Support -145.963 212.000 I -105.963 212.000 SUPPOrt -142.961 214.000 I -102.961 214.000 Support -139.960 216.000 I -99.960 216.000 Support -136.959 218.000 I -96.959 218.000 I I I I Sugl2Q!:l -133.957 220.000 I -93.957 220.000 I 222.000 -90.952 222.000 I I· I I I I I I I I I I I I I -, , l 1 ~ ~ i1 , ~ ~, ~ ~ , , , , , ~l --Safety cor 0.00 0.50 1.00 1. 50 2 .00 2.50 3.00 3 .50 4.00 4.50 5.00 5 .50 6.00+ ~ , -500 --... - --.- - -- ------ Residual SoIVColluvium "' ~ ., ~-,,----~~~ -400 -300 1-405 -Defoor Property Reinforced Soil Slope , Sta Length of Reinforcing = Unreinforced I Spencers's Method , FS < 1.5 Plotted 6 Renton Formation ; w "~ '-~--~-r·"'" ~ -200 -100 0 , --, 10' Safety cor 0.00 ~ ~ ~ IJ .".., -j ~ 1 Residual SoiVCoI1uvlum " 1-405 -Defoor Property Reinforced Soil Slope, Sta Length of Reinforcing ~ 40 feet Spencers's Method , FS < 1.5 Plotted Slatic Loading New Fill ~'C01-.l Renton Formation ....-w L ? · I I - - - - - - ---- --, --- --- - i I I ~ gJ M ~ ~ , 1 ~ j -1 j , 1 gJ -- --; 5lJ J 1. Sa fety . ['.or 1 ·500 0.00 0.50 1. 00 1. 50 2 .00 2.50 3.00 3.50 4.00 4.50 5.00 5 .50 6.00+ • ~~. • "l -.--.----, -400 -300 1-405 -Defoor Property Reinforced Soil Slope, Sta 14+00 Length of Reinforcing = 40 leet Spencers's Method , 10 Lowest FS Plotted Block Sliding 11.62 1 """'-M(\.:...0'l bf:2 ~.(W , '-. • j New Fili Renton Formation w -r r ...-..... -~---200 -100 " ------~ ~.~ o 100 J '" • j ~ 1 , j ~ N I ~ , ~ 1 Safety t or 0.00 1-405 -Defoor Property Reinforced Soil Slope , Sta length of Reinforcing = 40 feet ISoencers's Method , FS < 1.1 Plotted 1 ~=~ ,.........--r -~ J1 1;;:--1 I I I I I I I I I I I I' I I I I I I I Slide Analysis Information Document Name File Name: Sta14+00_Static-NoReinforcing_RevA_062909.sli Proiect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unn Weight: 62.4 Ib/1t3 Groundwater Method: Water Surfaces Data OutPut: Standard . Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Meth~: Park and Miller v.3 Analysis Methods Analysis Methods used: GLElMorgenstem-Price with interslice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of Iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius increment: 10 Composite Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed Load Constant Distribution. Orien~ation: Vertical. Magnitude: 250 1b11t2 Material Properties Materia!: New Fill Strength Type: Mohr-Coulomb Unit Weight: 130 Ibllt3 Cohesion: 0 psi Friction Angle: 36 degrees Water Surface: None Material: Residual Soil/Colluvium Strength Type: Mohr-Coulomb Unit Weight: 130 Ib/ft3 Cohesion: 0 psi Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 Iblft3 Cohesion: 2100 psi Friction Angle: 32 degrees Water Surface: None Global Minimums Method: spencer FS: 1.089760 Center: -380.555, 461.527 Radius: 336.868 Left Slip Surface Endpoint: -196.238,179.556 Right Slip Surface Endpoint: -191.142, 182.954 Resisting Momen1=t502.01 Ib-ft Driving Moment=1378.29Ib-ft Resisting Horizontal Force=3.70981 Ib Driving HOrizontal Force=3.40425 Ib Center: -392.959, 468.260 Radius: 349.353 Left Slip Surface Endpoint: -201.942, 175.753 Right Slip Surface Endpoint: -196.396,179.451 Resisting Moment=I936.151b-ft Driving Moment=I776.68 Ib-ft Resisting Horizontal Force=4.61121 Ib Driving Horizontal Force=4.23141 Ib Valid I Invalid Surfaces Method: soencer Number 01 Valid Surfaces: 15882 Number of Invalid Surfaces: 2609 Error Codes: Error Code -103 reported lor 28 surfaces Error Code -106 reported lor 222 surfaces Error Code -107 reported for 1977 surfaces Error Code -108 reported for 67 surfaces Error Code -111 reported for 28 surfaces ErrorCode-112 reported lor 1 surface Error Code -1000 reported lor 286 surfaces Method: gle/morgenstern-prlce Number 01 Valid Surfaces: 15898 Number 01 Invalid Surfaces: 2593 Error Codes: Error Code -103 reported for 28 surfaces Error Code -106 reported lor 222 surfaces I I I I I I I I I I I I I I I I I I I I I I I I I I , I I I I I I I I " I Error Code -107 reported for 1977 surfaces Error Code -108 reported for 71 surfaces Error Code -111 reported for 9 surfaces Error Code -1000 reported for 286 surfaces Error Codes The foliowlng errors were encountered during the computation: -103 = Two surface / slope intersections, but one or more surface / nonslope external polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the, soil region, but may also occur on a benched slope model with two sets of Slope Umits. -106 = Average slice width is less than 0.0001 • (maximum horizontal extent of soil region). This limitation is imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -107 = Total driving moment or total driving force is negative. This will occur n the wrong failure direction is specified, or H high external or anchor loads are applied against the failure direction. -108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbitrary number). -111 = safety factor equation did not converge -112 = The coefficient M-Alpha = cos(alpha)(l+tan(alpha)tan(phl)/F) < 0.2 for the final iteration of the safety factor calculation. This screens out some slip surfaces which may not be valid In the context of the analysis, in particular, deep seated slip surfaces with many high negative base angle slices in the passive zone. -1000 = No valid slip surfaces are generated at a grid center. Unable to draw a surface. List of All Coordinates Search Grid -492.192 3.972 3.972 -492.192 246.058 246.058 515.394 515.394 Material Boundarv -272.782 142.701 -206.040 162.643 I I -189.851 170.000 I -188.304 170.703 -181.635 172.000 -171.351 174.000 I -162.465 175.728 -112.622 185.422 -55.641 199.609 Malerlal Boundary I -250.924 153.658 -239.861 155.588 -238.026 155.898 I -237.079 156.141 -236.180 156.482 -206.685 163.577 -203.638 165.001 I -193.756 170.000 -189.957 171.922 -189.656 172.000 I -186.937 172.705 -182.273 174.000 -164.369 178.971 -161.598 179.796 I -160.554 180.099 -150.477 183.420 -135.023 188.514 -119.105 192.139 I -109.649 194.552 -87.554 199.101 -85.988 199.436 -83.876 200.062 I -69.304 204.539 -50.780 208.427 -38.384 210.524 -20.014 218.893 I -0.397 231.737 -0.306 231.759 5.068 232.970 Malerial Boundary I -349.882 120.395 -335.053 124.758 I -294.404 137.076 -272.782 142.701 20.000 219.360 I Materia! Boundary I -189.656 172.000 -181.635 172.000 -168.275 172.000 -162.465 175.728 I -150.477 183.420 -149.573 184.000 I I --------------------- I I External Boundary I -358.481 114.673 -380.325 100.138 -380.695 99.891 -382.676 98.573 I -383.488 98.574 -384.679 98.574 -384.753 98.960 1 -384.809 99.254 -385.228 99.254 -385.476 99.254 -386.064 96. t64 I -386.275 95.055 -386.318 95.055 -386.332 95.055 -388.118 95.012 I -394.345 94.864 -396.101 94.823 -400.000 94.730 -400.000 44.730 I 20.000 44.730 20.000 219.360 20.000 233.949 10.664 233.645 I 9.883 233.619 9.845' 233.632 9.638 233.738 9.359 233.599 I 9.084 233.461 7.801 232.820 6.584 232.212 I 5.356 232.826 5.068 232.970 4.084 233.462 -100.n2 233.624 I -115.114 233.645 -117.n7 231.870 -118.556 231.351 -128.597 224.637 I -129.553 224.000 -133.239 221.544 -148.611 211.303 -160.904 203.115 I' -204.572 174.000 -205.453 173.412 -205.544 173.367 -208.275 172.000 I -212.272 170.000 -216.893 167.688 -223.308 164.477 I -234.864 158.694 -235.808 158.222 -237.868 157.191 -240.048 158.278 I -240.871 158.689 -248.945 154.648 -250.924 153.658 I I I I -286.484 147.455 I -298.590 141.597 -316.449 135.455 -328.203 130.619 I -339.704 127.167 -349.882 120.395 Wal8t Tabl!! I -400.000 94.730 23.113 124.322 DislribulEld Load I -115.114 233.645 -100.772 233.624 4.084 233.462 I I I I I I. I I I I I I I I I I I I I I I I' I I I I I I I I I ---------------------- Slide Analysis Information Document Name Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to left Units of Measurement: Imperial Unijs Pore Fluid Unit Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GlE/Morgenstern-Price with interslice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius Increment: 10 CompoSite Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed load present: Distributed load Constant Distribution, Orientation: Vertical, Magnitude: 250 Iblft2 Material Properties Material: New Fill Strength Type: Mohr-Coulomb Unn Weight: 130 Iblft3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface: None Material: Residual SOil/Colluvium Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 0 pst Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 Iblft3 Cohesion: 2100 pst Friction Angle: 32 degrees Water Surface: None Support Properties SUpPOrt: SupPOrt 1 Support 1 Support Type: GeoTextile Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 Iblft Pullout Strength Adhesion: 0 Iblft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Method: sooncer FS: 1.113480 . Center: -479.787, 333.592 Radius: 249.636 Left Slip Surface Endpoint: -349.434, 120.693 Right Slip Surface Endpoint: -339.172,127.326 Resisting Moment=30685.3 Ib-ft Driving Moment=27558 Ib-ft Resisting Horizontal Force=102.932Ib Driving Horizontal Force=92.442 Ib Center: -479.787, 333.592 Radius: 249.636 Left Slip Surface Endpoint: -349.434, 120.693 Right Slip Surface Endpoint: -339.172,127.326 Resisting Moment=30685.6 Ib-ft Driving Moment=27558 Ib-ft Resisting Horizontal Force=102.933Ib Driving Horizontal ForceD92.4414Ib Valid I Invalid Surfaces Method: sooncer Number of Valid Surfaces: 14265 Number ot Invalid Surfaces: 4226 Error Codes: I I I I I I I I I I I I i I I I I I I I I I I I I I I I I> I I I I I I I •• I Error Code -103 reported for 28 surfaces Error Code -106 reported for 222 surfaces Error Code -107 reported for 1977 surfaces Error Code -108 reported for 159 surfaces Error Code -111 reported for 1554 surfaces Error Code -1000 reported for 286 surfaces Method: glelmorgenstern-price Number of Valid Surfaces: 14220 Number of Invalid Surfaces: 4271 Error Codes: Error Code -103 reported for 28 surfaces Error Code -106 reported for 222 surfaces Error Code -107 reported for 1977 surfaces Error Code -108 reported for 159 surfaces Error Code -111 reported for 1599 surfaces Error Code -1000 reported for 286 surfaces Error Codes The following errors were encountered during the computation: -103 = Two surface I slope Intersections, but one or more surface I nonslope external polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soil region, but may also occur on a benched slope model with two sets of Slope Umils. -106 = Average slice width is less than 0.0001 • (maximum horizontal extent of soil region). This limnatlon is imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -1 07 = Total driving moment or total driving force is negative. This will occur if the wrong fallure direction is specified, or if high external or anchor loads are applied against the failure direction. -108 = Total driving moment or total driving force < 0.1. This is to limn the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbnrary number). -111 = safety factor equation did not converge -1000 = No valid slip surfaces are generated at a grid center. Unable to draw a surface. List of All Coordinates Search Grid -492.192 246.058 I I 3.972 246.058 I 3.972 515.394 -492.192 515.394 I -206.040 162.643 -189.851 170.000 I -188.304 170.703 -181.635 172.000 -171.351 174.000 -162.465 175.728 I -155.397 177.103 -154.720 177.235 -112.622 185.422 -55.641 199.609 I -239.861 155.588 I -238.026 155.898 -237.079 156.141 -236.180 156.482 I -206.685 163.577 -203.638 165.001 -193.756 170.000 -189.957 171.922 I -189.656 172.000 -186.937 172.705 -182.273 174.000 -164.369 178.971 I -161.598 179.796 -160.554 180.099 -150.477 183.420 -140.637 186.663 I -135.023 188.514 -119.105 192.139 -109.649 194.552 -87.554 199.101 I -85.988 199.436 -83.876 200.062 -69.304 204.539 -50.780 208.427 I -38.384 210.524 -20.014 218.893 -0.397 231.737 I -0.306 231.759 5.068 232.970 Material Boyndary I -349.882 120.395 -335.053 124.758 -294.404 137.076 -272.782 142.701 . I Materia! Boundary -55.641 199.609 I I I I 20.000 219.360 'I M!IIerial BOl!ndSlrL -129.553 224.000 -89.553 224.000 I M!II!!rii!l BoundarL -208.275 172.000 -189.656 172.000 I M!II!lriill BQundarL -189.656 172.000 I -181.635 172.000 -168.275 172.000 -162.465 175.728 -150.477 183.420 I -149.573 184.000 M!II!lrii!l (;!Qyn!:!ilrL -141.574 186.000 I -140.637 186.663 M!II!lrlal §Ql!n!:!ilrL -168.275 172.000 I -163.275 172.000 -159.572 174.000 -156.572 176.000 -154.720 1n.235 .' -153.572 178.000 -144.573 184.000 -141.574 186.000 I -380.325 100.138 I -380.695 99.891 -382.676 98.573 -383.488 98.574 -384.679 98.574 I' -384.753 98.960 -384.809 99.254 -385.228 99.254 -385.476 99.254 I -386.064 96.164 -386.275 95.055 -386.318 95.055 -386.332 95.055 I: -388.118 95.012 -394.345 94.864 -396.101 94.823 -400.000 94.730 I -400.000 44.730 20.000 44.730 20.000 219.360 I 20.000 233.949 10.664 233.645 9.883 233.619 I I I I 9.845 233.632 I 9.638 233.738 9.359 233.599 9.084 233.461 I 7.801 232.820 6.584 232.212 5.356 232.826 5.068 232.970 I 4.084 233.462 -100.772 233.624 -115.114 233.645 -117.777 231.870 I -118.556 231.351 -128.597 224.637 -129.553 224.000 -133.239 221.544 I -148.611 211.303 -160.904 203.115 -204.572 174.000 I -205.453 173.412 -~O5.544 173.367 -208.275 172.000 -212.~72 170.000 I -216.893 167.688 -223.308 164.477 -234.864 . -,' -"" .. .... ;'\ I -23i "' .07.191 -240.04C 158.278 -240.871 158.689 -248.945 154.648 I . -2bo. -298.590 ;41.597 -316.449 135.455 I -328.203 130.619 -339.704 127.167 -349.882 120.395 WiI!![ Ii!!2le I -400.000 94.730 23.113 124.322 ·1 Distributed load -115.114 233.645 -100.772 233.624 I 4.084 233.462 §UIlIIIUI -208.275 172.000 I -168.275 172.000 SUllIlQa -204.572 174.000 I -164.572 174.000 SupPOrt I I I I -201.572 176.000 I: -161.572 176.000 SupPOrt -198.572 178.000 I -158.572 178.000 SupPOrt -195.573 180.060 I -155.573 180.000 SuPPOrt I -192.573 182.000 -152.573 182.000 SupPOrt I -189.573 184.000 -149.573 184.000 SupPOrt I -186.574 186.000 -146.574 186.000 SupPOrt '. -183.574 188.000 -143.574 188.000 SuPPOrt I -180.574 190.000 -140.574 190.000 SuPPOrt I -177.574 192.000 -137.574 192.000 I SuPPOrt -174.575 194.000 -134.575 194.000 I SuPPOrt -171.575 196.000 -131.575 196.000 I SuPPOrt -168.575 198.000 -128.575 198.000 I SupPOrt -165.575 200.000 -125.575 200.000 I SuPPOrt -162.576 202.000 -122.576 202.000 I SuPPOrt -159.575 204.000 I I I I -119.575 204.000 I SUIlI22r:! -156.572 206.000 I -116.572 206.000 SUIlIlQr:! -153.570 208.000 I -113.570 208.000 §YIlIl2r:! -150.567 210.000 I -110.567 210.000 §YIlIlQr:! -147.565 212.000 I -107.565 212.000 §!.!Wl!Ir:! -144.563 214.000 I -104.563 214.000 §YIlIlQr:! -141.561 216.000 I -101.561 216.000 §YIlIl2r:! I -138.559 218.000 -98.559 218.000 220.000 I -95.557 220.000 S!'!IlIlQr:! I -132.555 222.000 -92.555 222.000 SYI!IlQr:! I -129.553 224.000 -89.553 224.000 I' I I , I I I I I I I I I I I I I I· I I I, I I I '. I I Slide Analysis Information Document Name Proiect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 Iblft3 Groundwater Method: Water Sur1aces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Sur1aces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLEIMorgenstem-Prlce with interslice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Sur1ace Type: Non-Circular Block Search Number of Sur1aces: 10000 Pseudo-Random Sur1aces: Enabled Convex Sur1aces Only: Disabled Left Projection Angle (Start Angle): 95 Left Projection Angle (End Angle): 175 Right PrOjection Angle (Start Angle): 5 Right Projection Angle (End Angle): 85 Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed Load Constant Distribution, Orientation: Vertical, Magnitude: 250 1b11t2 Material Properties Materia!: New Fill Strength Type: Mohr-Coulomb Unit Weight: 130 1b1ft3 Cohesion: 0 psi Friction Angle: 36 degrees Water Surface: None Material: Residual Soll/colluvjum Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 0 psI Friction Angle: 36 degrees Water Surface: None Malerial: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 Iblft3 Cohesion: 2100 psI Friction Angle: 32 degrees Water Surface: None SupPOrt PropertIes Support: Sypport 1 Support 1 Support Type: GeoTextile Force Appllcetlon: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent . Tensile Strength: 1250 IbIII Pullout Strength Adhesion: 0 Iblft2 Pullout Strength Friction Angle: 30 degrees Global MInImums Method: spencer FS: 1.616720 Axis Location: -215.465. 315.328 Left Slip Surface Endpoint: -209.607. 171.334 Right Slip Surface Endpoint: -96.755.233.618 Resisting Moment=2.57448e+007 Ib-ft DrMng Moment=I.59241e+OO7Ib-ft Resisting Horizontal Force= 150980 Ib DrMng Horizontal Force--93386.4 Ib Axis Location: -215.465. 315.328 Left Slip Surface Endpoint: -209.607. 171.334 Right Slip Surface Endpoint: -96.755.233.618 Resisting Moment=2.574258+OO7 Ib-ft DrMng Moment=I.59224e+OO7 ib-ft Resisting Horizontal Force=150980 ib DrMng HOrizontal Force=93384.9 Ib Valid I Invalid Surfaces Method: spencer Number 01 Valid Surfaces: 2641 Number 01 Invalid Surfaces: 7360 I I I I I I I I I I I I I I I I I I I I I I I I I I I I .' I .' I I I I Error Codes: Error Code -108 reported for 2482 surfaces Error Code -111 reported for 2643 surfaces Error Code -112 reported for 2235 surfaces Method: gle/morgenstern-price Number of Valid Surfaces: 2713 Number of Invalid Surfaces: 7288 Error Codes: Error Code -108 reported for 2230 surfaces Error Code -111 reported for 2846 surfaces Error Code -112 reported for 2212 surfaces Error Codes The following errors were encountered during the computation: -108 = Total driving moment or total driving force < 0.1. This is to limn the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbnrary number). -111 = safety factor equation did not converge -112 = The coefficient M-Alpha = cos(alpha)( 1 +tan( alpha)tan(phi)/F) < 0.2 for the final neratlon of the safety factor calculation. This screens out some slip surfaces which may not be valid in the context of the analysiS, in particular, deep seated slip surfaces wtth many high negative base angle slices in the passive zone. LIst of All Coordinates Non-Cire. Failure Surface -208.275 172.000 -168.275 172.000 -72.984 233.581 Materia! Boundary -272.782 142.701 -206.040 162.643 -189.851 170.000 -188.304 170.703 -181.635 172.000 -171.351 174.000 -162.465 175.728 -155.397 In.l03 -154.720 In.235 -112.622 185.422 -55.641 199.609 Material Boundarv -250.924 153.658 -239.861 155.588 -238.026 155.898 -237.079 156.141 I I -236.180 156.482 I -206.685 163.5n -203.638 165.001 -193.756 170.000 -189.957 171.922 I -189.656 172.000 -186.937 172.705 -182.273 174.000 I -164.369 178.971 -161.598 179.796 -160.554 180.099 -150.4n 183.420 I -140.637 186.663 -135.023 188.514 -119.105 192.139 -109.649 194.552 I -87.554 199.101 -85.988 199.436 -83.876 200.062 -69.304 204.539 I -50.780 208.427 -38.384 210.524 -20.014 218.893 -0.397 231.737 I -0.306 231.759 5.068 232.970 Malerla! Boundary I -349.882 120.395 -335.053 124.758 -294.404 137.076 I -272.782 142.701 . Malerial Boundary -55.641 199.609 I 20.000 219.360 Material Boundarv -129.553 224.000 I -89.553 224.000 Material Boundarv -208.275 172.000 I -189.656 172.000 Materia! Boundary -189.656 172.000 I -181.635 172.000 -168.275 172.000 -162.465 175.728 I -lSO.4n 183.420 -149.573 184.000 Material Boundarv I I -141.574 186.000 -140.637 186.663 I I I I MiII!!riS!1 BQunQa!ll I' -168.275 172.000 -163.275 172.000 -159.572 174.000 -156.572 176.000 I -154.720 177.235 -153.572 178.000 -144.573 184.000 1 -141.574 186.000 ElS1!i!rnill BQynQiI!ll -358.481 114.673 I -380.325 100.138 -380.695 99.891 -382.676 98.573 -383.488 98.574 1 -384.679 98.574 -384.753 98.960 -384.809 99.254 -385.228 99.254 I -385.476 99.254 -386.064 96.164 -386.275 95.055 -386.318 95.055 I -386.332 95.055 -388.118 95.012 -394.345 94.864 I -396.101 94.823 -400.000 94.730 -400.000 44.730 20.000 44.730 I 20.000 219.360 20.000 233.949 10.664 233.645 9.883 233.619 I 9.845 233.632 9.638 233.738 9.359 233.599 9.084 233.461 I 7.801 232.820 6.584 232.212 5.356 232.826 5.068 232.970 I 4.084 233.462 -100.772 233.624 -115.114 233.645 -117.m 231.870 I -118.556 231.351 -128.597 224.637 -129.553 224.000 I -133.239 221.544 . -148.611 211.303 -160.904 203.115 -204.572 174.000 I -205.453 173.412 -205.544 173.367 -208.275 172.000 I I I I -212.272 170.000 I -216.893 167.688 -223.308 164.477 -234.864 158.694 I -235.808 158.222 -237.868 157.191 -240.048 158.278 -240.871 158.689 I -248.945 154.648 -250.924 153.658 -286.484 147.455 -298.590 141.597 I -316.449 135.455 -328.203 130.619 -339.704 127.167 -349.882 120.395 I I lti~!1[ Tab'!! -400.000 94.730 23.113 124.322 Distributee! bOad I -115.114 233.645 I -100.772 233.624 4.084 233.462 FocusiB!ock S!!arch ltiindow I -205.453 173.412 -205.453 170.036 -186.507 170.036 -186.507 174.000 I -180.122 169.951 {I -161.138 169.951 -161.138 174.377 172.000 I -168.275 172.000 SU!lI:!QtI I -204.572 174.000 -164.572 174.000 Sugggd I -201.572 176.000 -161.572 176.000 Syoootl I -198.572 178.000 -158.572 178.000 ~Yl2llQtI I -195.573 180.000 -155.573 180.000 I I I I I SupPOrt -192.573 182.000 -152.573 182.000 I SupPOrt -189.573 184.000 -149.573 184.000 I 186.000 -146.574 186.000 I SuPPOrt -183.574 188.000 -143.574 188.000 I Support -180.574 190.000 -140.574 190.000 I SupPOrt -177.574 192.000 -137.574 192.000 I Support -174.575 194.000 -134.575 194.000 I SuPPOrt -171.575 196.000 I -131.575 196.000 Sypport -168.575 198.000 I -128.575 198.000 SuPPOrt -165.575 200.000 I -125.575 200.000 SupPOrt -162.576 202.000 I -122.576 202.000 SuPPOrt -159.575 204.000 I -119.575 204.000 Support I -156.572 206.000 -116.572 206.000 SupPOrt I -153.570 208.000 -113.570 208.000 I I I I §Y~~Q!:l I -150.567 210.000 -110.567 210.000 SUl!l!Qrt I -147.565 212.000 -107.565 212.000 §Y~l!Qrt I -144.563 214.000 -104.563 214.000 SUI!I!Qt:! I -141.561 216.000 -101.561 216.000 ~YI!I!Q!:l I -138.559 218.000 -98.559 218.000 SUgggll I -135.557 220.000 -95.557 220.000 I SYI!I!Qr:! -132.555 222.000 -92.555 222.000 I . §YI!I!Qr:! -129.553 224.000 -89.553 224.000 I I I I I I I I I I I I I I I I I I I I I I I I I I I I Slide Analysis Information Document Name Project Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Un~s of Measurement: Imperial Un~s Pore Fluid Unit Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLEIMorgenstern-Price w~h interstice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius increment: 10 Compos~e Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading Seismic Load Coefficient (Horizontal): 0.22 Material Properties Material: New 811 -Seismic Strength Type: Mohr-Coulomb Unit Weight: 130 1b1ft3 Cohesion: 200 psf Friction Angle: 34 degrees Water Surface: None Material: Residual Soll/ColllNium -Sejsmic Strength Type: Mohr-Coulomb Unit Weight: 130 Ib/ft3 Cohesion: 200 psf Friction Angle: 36 degrees Water Surface: None Malerial: Renton Formation -Seismic Strength Type: Mohr-Coulomb Unij Weight: 140 Iblft3 Cohesion: 2100 psf Friction Angle: 32 degrees Water Surface: None Support Properties SupPOrt: Suooort 1 Support 1 Support Type: GeoTextile Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Linear Strip Coverage: 100 percent Tensile Strength: 1250 IbIf! Pullout Strength Adhesion: 0 Iblf!2 Pullout Strength Friction Angle: 30 degrees Global Minimums Method: spencer FS: 1.090800 Center: -231.706, 367.259 Radius: 200.924 Left Slip Surface Endpoint: -218.760, 166.753 Right Slip Surface Endpoint: -81.692, 233.594 Resisting Moment=4.55692e+007 Ib-ft Driving Moment=4.1 nSSe+007 Ib-ft Resisting Horizontal Force=202998 Ib Driving Horizontal Force=1860991b Method: gle/morgenstern-price FS: 1.087330 Center: -231.706, 367.259 Radius: 200.924 Left Slip Surface Endpoint: -218.760, 166.753 Right Slip Surface Endpoint: -81.692, 233.594 Resisting Moment=4.54241 e+OO7 Ib-ft Driving Moment=4.1 nSSe+007 Ib-ft Resisting Horizontal Force=202720 Ib Driving Horizontal Force=186439Ib Valid I Invalid Surfaces Method: spencer Number of Valid Surfaces: 16651 Number of Invalid Surfaces: 1840 Error Codes: Error Code -103 reported for 28 surfaces I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Error Code -106 reported for 222 surfaces Error Code -108 reported for 51 surfaces Error Code -111 reported for 1253 surfaces Error Code -1000 reported for 286 surfaces Method: gle/morgenstern-price Number of Valid Surfaces: 16764 Number of Invalid. Surfaces: 1727 Error Codes: Error Code -103 reported for 28 surfaces Error Code -106 reported for 222 surfaces Error Code -108 reported for 48 surfaces Error Code -111 reported for 1143 surfaces Error Code -1000 reported for 286 surfaces Error Codes The following errors were encountered during the computation: -103 = Two surface / slope intersections, but one or more surface / nonslope external polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soil region, but may also occur on a benched slope model with two sets of Slope Umlts. -106 = Average slice width is less than 0.0001 • (maximum horizontal extent of soli region). This limltetion is imposed to avoid numerical errors which may result from too many slices, or too small a slip region .. -108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbitrary number). -111 = safety factor equation did not converge -1000 = No valid slip surfaces are generated at a grid center. Unable to draw a surface. List of All Coordinates Search Grid -492.192 3.972 3.972 -492.192 246.058 246.058 515.394 515.394 Material Boundarv -272.782 142.701 -206.040 162.643 -189.851 170.000 -188.304 170.703 ------- I I I Materigl egundarL -189.656 172.000 -181.635 172.000 -168.275 172.000 I -162.465 175.728 -150.4n 183.420 -149.573 184.000 I Mi!l~ri~1 BQyndllrL -141.574 186.000 -140.637 186.663 I Mi!l~ri!ll egundarL -168.275 172.000 -163.275 172.000 I -159.572 174.000 -156.572 176.000 -154.720 In.235 -153.572 178.000 I -144.573 184.000 -141.574 186.000 I -380.325 100.138 -380.695 99.891. I -382.676 98.573 -383.488 98.574 -384.679 98.574 -384.753 98.960 I -384.809 99.254 -385.228 99.254 -385.476 99.254 -386.064 96.164 I -386.275 95.055 -386.318 95.055 -386.332 95.055 -388.118 95.012 I -394.345 94.864 -396.101 94.823 -400.000 94.730 -400.000 44.730 I 20.000 44.730 20.000 219.360 20.000 233.949 10.664 233.645 I 9.883 233.619 9.845 233.632 9.638 233.738 I 9.359 233.599 9.084 233.481 7.801 232.820 6.584 232.212 I 5.356 232.826 5.068 232.970 4.084 233.462 I I I I -100.772 233.624 I -115.114 233.645 -117.777 231.870 -118.556 231.351 I -128.597 224.637 -129.553 224.000 -133.239 221.544 -148.611 211.303 I -160.904 203.115 -204.572 174.000 -205.453 173.412 -205.544 173.367 I -208.275 172.000 -212.272 170.000 -216.893 167.688 -223.308 164.477 I -234.864 158.694 -235.808 158.222 -237.868 157.191 -240.048 158.278 I -240.871 158.689 -248.945 154.648 -250.924 153.658 I -286.484 147.455 -298.590 141.597 -316.449 135.455 -328.203 130.619 I -339.704 127.167 -349.882 120.395 WlIIgr IIM!I~ I -400.000 94.730 23.113 124.322 l;!YIlIlQ[l I -208.275 172.000 -168.275· 172.000 l;!YI2I2!l[l I -204.572 174.000 -164.572 174.000 SIlI1llQ!:I I , -201.572 176.000 -161.572 176.000 l;!Uf2gQ!:I I -198.572 178.000 -158.572 178.000 SUf2gQ[l I -195.573 180.000 -155.573 180.000 SYI2I2!l!l I -192.573 182.000 -152.573 182.000 I I I I I SupPOrt -189.573 184.000 -149.573 184.000 I 186.000 -146.574 186.000 I Support '183.574 188.000 -143.574 188.000 I SuPPOrt -180.574 190.000 ~140.574 190.000 I Suooort -177.574 192.000 -137.574 192.000 I SupPOrt -174.575 194.000 -134.575 194.000 I Suooort -171.575 196.000 I -131.575 196.000 Suooort -168.575 198.000 I -128.575 198.000 SuPPOrt -165.575 ·200.000 I -125.575 200.000 Suooort -162.576 202.000 I -122.576 202.000 SupPOrt -159.575 204.000 I -119.575 204.000 Suooort -156.572 206.000 I -116.572 206.000 SupPOrt I -153.570 208.000 -113.570 208.000 Sypport I -150.567 210.000 -110.567 210.000 I I SUIlWli:l -147.565 -107.565 SI!IlWli:l -144.563 -104.563 SUIlWli:l -141.561 -101.561 :=iL!IlWli:l -138.559 -98.559 SL!IlIl2i:l -135.557 -95.557 SI!IlQQi:l -132.555 -92.555 :=i1!1l1l2i:l -129.553 -89.553 212.000 212.000 214.000 214.000 216.000 216.000 218.000 218.000 220.000 220.000 222.000 222.000 224.000 224.000 I I I I I I I I I I I I I I I I I I I -------------------i ~ ~ 1 , ~ ~ J -1 1 J -~ Safecy ~ c or 0.00 0.50 1. 00 1. 50 2.00 2.50 3 .00 3.50 4.00 4.50 5 .00 5.50 6 .00+ 511 _~ .. l_....---.--~ -500 .. '-~~I -4l)0 I Residual SolI/COllUvium 1 "" ~ ~ Renton Fonnat lon L ; ------r ?" I . ....--,--,. • ,---. -~ r ~ --.--1--"--·' r-.---.-~---, -300 -200 -100 o 10' '" i , 1 ~ 1 15-. ~ 1 1 0 __ "'- J S afet.y ~ .tor 0 .00 ~~~ 0.50 1. 00 1.50 2 .00 2 .50 3 .00 3.50 4 .00 4.50 5.00 5.50 6.00+ ./ Defoor Property Reinforced Soil Slope , Sta 15+00 I Lt"'9l11 of Reinforcing = 40 feet I Spencers's Method, FS < 1.5 Plotted w • = - ~ \ ......,- NewAll Renton Formati on ! ~ Residual -------------------IJ I Safet.y _t.or 0.00 J ] ~ ~ , J I ; Il 1 i -I , j ~ • • J t-·500 " 1 1-405 -Defoor Property Reinforced Soil Slope , Sta 15+00 Length of Reinforcing = 40 feet Spencers's Method, 10 Lowest FS Plotted Block Sliding 11.641 2~b" .... DO L ~I Res idual SoiVCoIluvlum INew Fill I-~ Renton Formation I I I I I ~ ; ~~ .....---.--,--... .. -.---.--r-"""" ~-. ..--,---.-1 o 100 ~~~-r .... .-- -400 -..--...-~-....--.-r "T-~ , , .,~.-. ,.....~ --•. ,. ·200 ·100 ·300 0.50 1.00 1.50 2 .00 2 .50 3 .00 3.50 4.00 4.50 5 .00 5 .50 6.00· I I J j 1 , 1 < 8-, '" 1 l t l ~ I 1-405 -Defoor Property Reinforced So il Slope , Sta 1 Length of Reinforc ing = 40 feet Spencers's Method , FS < 1.1 Plotted Se ismic ." -.--·r .... .• on -4 0!l....----"lIlO .2.Wl.-. ----al 00 n _ ~0.22 I 100 l I I I I I I I I I I I I I I I I I I I Slide Analysis Information Document Name File Name: Sta15+00_Static-NoReinforcing_RevA_062909.sli Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: 011 Allow Ru with Water Surfaces or Grids: 011 Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Met~ods Analysis Methods used: GLEIMorgenstern-Price with interslice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius increment: 10 Composite Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: \ Distributed Load Constant Distribution, Orientation: Vertical, Magnitude: 250 Iblft2 Material Properties Materia!: New Fill Strength Type: MOhr-Coulomb Unit Weight: 130 IbIIt3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface: None Material: Residual SoiVColluvlum Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 0 pst Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 Iblft3 Cohesion: 2100 pst Friction Angle: 32 degrees Water Surface: None Global Minimums Method: spencer FS: 1.091050 Center: -365.983. 450.841 Radius: 317.473 Left Slip Surface Endpoint: -195.283. 183.164 Right Slip Surface Endpoint: -184.778.190.161 Resisting Momerit=13152.61b-ft DrMng Moment=12054.9 Ib-ft Resisting Horizontal Forcec34.4817 Ib DrMng Horizontal Force=31.6041 Ib Method: glelmoraenstem-Drice FS: 1.091060 Center: -365.983. 450.841 Radius: 317.473 Left Slip Surface Endpoint: -195.283.183.164 Right Slip Surface Endpoint: -184.778.190.161 Resisting Moment=13152.6Ib-ft DrMng Moment=12054.91b-ft Resisllng Horizontal Forcec34.4818 Ib Driving Horizontal Force=31.604 Ib Valid I Invalid Surfaces Method: spencer Number of Valid SUrfaces: 15718 Number of Invalid Surfaces: 2773 Error Codes: Error Code -103 reported tor 23 surfaces Error Code -106 reported for 153 surfaces Error Code -107 reported for 2015 surfaces Error Code -1 08 reported for 105 surfaces Error Code -111 reported for 26 surfaces ErrorCode-1000reportedtor451 surfaces Method: gle/moraenstem-orice Number of Valid SUrfaces: 15742 Number of Invalid Surfaces: 2749 Error Codes: Error Code -103 reported for 23 surfaces Error Code -106 reported for 153 surfaces Error Code -107 reported for 2015 surfaces I I I I I I I I I I I I I I I I I I I ,---------------------------------------------------------------------------------- I I I I I I I I I I I I I I I I I I I Error Code -108 reported for 105 surfaces Error Code -111 reported for 2 surfaces Error Code -1000 reported for 451 surfaces Error Codes The following errors were encountered during the computation: -103 = Two surface I slope intersections, but one or more surface I nonslope external polygon Intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soil region, but may also occur on a benched slope model with two sets of Slope Umits. -106 = Average slice width is less than 0.0001 • (maximum hOrizontal extent of soil region). This limitation Is imposed to avoid numerical errors which may result from too many slices, or too small a slip raglan. -107 = Total driving moment or total driving force is negative. This will occur H the wrong failure direction Is specified, or If high external or anchor loads are applied against the failure direction. -108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors H the driving force is very small (0.1 is an arbnrary number). -111 = safety factor equation did not converge -1000 = No valid slip surfaces are generated at a grid center. Unable to draw a surface. List of All Coordinates Search Grid -490.365 7.164 7.164 -490.365 250.247 250.247 517.705 517.705 1 .996 -235.809 159.471 Material Boundarv -207.641 174.933 -199.085 176.712 -180.685 180.814 -163.170 186.072 -157.750 187.710 I I -155.648 188.463 -152.951 188.964 I -143.293 191.196 -143.192 191.219 -128.745 194.558 -112.335 200.033 I -109.812 200.950 -104.222 201.552 -78.444 204.812 I -61.652 208.963 -61.260 209.059 -61.084 209.110 -50.886 211.920 I -24.223 221.547 -16.077 226.229 -7.348 231.437 -2.349 234.491 I -1.167 235.384 3.300 235.673 Malena! Boundary I -331.866 127.957 -268.915 147.996 Malena! Boundary I -68.661 206.638 -22.643 219.244 20.000 224.391 I Malena! Boundary -234.274 160.003 -222.416 164.113 I -204.095 170.000 -197.870 172.000 -191.936 173.907, -149.769 186.888 I -149.673 186.918 -143.553 188.802 -68.661 206.638 Malena! Boundary I -172.147 172.000 -149.673 186.918 -143.192 191.219 I -142.Q16 192.000 Malena! Boundary I -212.147 172.000 -197.870 172.000 -172.147 172.000 Externa! Boundary I -400.000 43.820 20.000 43.886 20.000 224.391 I 20.000 236.487 18.351 236.439 I I ------ I I 17.705 236.421 9.347 236.165 I 9.109 236.240 8.636 236.003 8.137 235.754 I 6.856 235.114 5.637 234.505 4.368 235.139 3.300 235.673 I 3.137 235.755 -83.792 236.156 -115.633 236.272 -115.646 236.192 I -117.562 234.929 -130.968 226.000 -133.971 224.000 -207.641 174.933 I -212.147 172.000 -215.220 170.000 -218.334 167.973 -221.075 166.603 I -227.804 163.237 -229.807 162.205 -232.573 160.853 I -233.479 160.400 -234.274 160.003 -235.573 159.353 -235.809 159.471 I -236.481 159.807 -238.573 160.853 -240.828 161.981 -241.900 162.517 I -247.655 160.963 -264.985 156.907 -276.416 152.960 -289.045 148.653 I -302.459 144.149 -304.589 143.331 -306.219 142.788 -308.867 141.n4 I -314.637 139.418 -325.729 132.039 -331.866 127.957 I -335.898 125.275 -351.673 114.n9 -372.618 100.844 -375.784 98.738 I -377.626 97.512 -3n.731 97.513 -379.628 97.513 -379.638 97.563 I -379.757 98.194 -379.807 98.194 -380.425 98.194 -380.490 97.854 I -381.223 93.994 -381.228 93.994 I I I I -381.280 93.994 -382.130 93.986 I -390.035 93.913 -391.664 93.897 -398.215 93.837 -400.000 93.820 I W iII!l[ Table -400.000 93.820 20.000 116.641 I -83.792 236.156 I 3.137 235.755 I I I I I I I I I I I I I II I I I I I I I I I I I I I I I I I I I Slide Analysis Information Document Name File Name: Sta15+00_Static_RevA_062909.sli Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial unns Pore Fluid Unit Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru wnh Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLElMorgenstem-Price wnh interslice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius increment: 10 Compostte Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed Load Constant Distribution, Orientation: Vertical, Magnftude: 250 1b11t2 Material Properties Material: New Fill Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: ° psf Friction Angle: 36 degrees Water Surface: None Material: Resldyal SojVColluvjum Strength Type: Mohr-Coulomb Unit Weight: 130 Ib/ft3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface: None Malerial: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 Ib/ft3 Cohesion: 2100 psf Friction Angle: 32 degrees Water Surface: None Support Properties SupPOrt: SuPPOrt 1 Support 1 Support Type: GeoTextile Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 IbIII Pullout Strength Adhesion: 0 1b1ft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Center: -477.927, 370.603 Radius: 283.181 Left Slip Surface Endpoint: -331.226, 128.383 Right Slip Surface Endpoint: -314.049,139.658 - Resisting Moment=84807.31b-ft Driving Moment=77172.71b-ft Resisting Horizontal Force=249.757Ib Driving Horizontal Force=227.274Ib Method: gle/morgenstern-price FS: 1.098950 Center: -477.927, 370.603 Radius: 283.181 Left Slip Surface Endpoint: -331.226, 128.383 Right Slip Surface Endpoint: -314.049, 139.658 Resisting Moment=84809.1 Ib-ft Driving Moment=77172.7 Ib-ft Resisting Horizontal Forcea249.759 Ib DrMng Horizontal Force=227.27Ib Valid !Invalld Surfaces Method: soencer Number of Valid Surfaces: 14073 Number of Invalid Surfaces: 4418 Error Codes: I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Error Code -103 reported for 23 surfaces Error Code -106 reported for 153 surfaces Error Code -107 reported for 2015 surfaces Error Code -108 reported for 165 surfaces Error Code -111 reported for 1611 surfaces Error Code -1000 reported for 451 surfaces Method: gle/morgenstern-price Number of Valid Surfaces: 14036 Number of Invalid Surfaces: 4455 Error Codes: Error Code -103 reported for 23 surfaces Error Code -106 reported for 153 surfaces Error Code -107 reported for 2015 surfaces Error Code -108 reported for 164 surfaces Error Code -111 reported for 1649 surfaces Error Code -1000 reported for 451 surfaces Error Codes The following errors were encountered during the computation: -103 = Two surface I slope intersections, but one or more surface I nonslope external polygon Intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soil region, but may also occur on a benched slope model wi1h two sets of Slope Umits. -106 = Average slice width is less than 0.0001 • (maximum horizontal extent of soil region). This limttation is Imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -107 = Total driving moment or total driving force Is negative. This will occur if the wrong failure direction is speclfied, or if high external or anchor loads are applied against the failure direction. -108 = Total driving moment or total driving force < 0.1. This is to IImtt the calculation of extremely high safety factors if the driving force is very small (0.1 Is an arbitrary number). -111 = safety factor equation did not converge -1000 = No valid slip surfaces are generated at a grid center. Unable to draw a surface. List of All Coordinates Search Grid -490.365 .250.247 I I 7.164 250.247 7.164 517.705 I -490.365 517.705 Material Boundary -268.915 147.996 I -235.809 159.471 Material Boundary -207.641 174.933 I -199.085 176.712 -180.685 180.814 -163.170 186.072 I -157.750 187.710 -155.648 188.463 -152.951 188.964 -143.293 191.196 I -143.192 191.219 -135.537 192.988 -128.745 194.558 -112.335 200.033 I -109.812 200.950 -104.222 201.552 -78.444 204.812 -61.652 208.963 I -61.260 209.059 -61.094 209.110 -50.686 211.920 -24.223 221.547 I -16.077 226.229 -7.348 231.437 -2.349 234.491 I -1.167 235.384 3.300 235.673 Material Boundary I -331.866 127.957 -268.915 147.996 Malerlal Boundary I -68.661 206.638 -22.643 219.244 20.000 224.391 Malerial Boundary I -234.274 160.003 -222.416 164.113 -204.095 170.000 I -197.870 172.000 -191.936 173.907 -149.769 186.888 I -149.673 186.918 -143.553 188.802 -140.886 189.437 -68.661 206.638 I Material Boundary I I I I -130.968 226.000 I -90.968 226.000 Malarilll Boun!:!;m: -172.147 172.000 I -149.673 186.918 -143.192 191.219 -142.016 192.000 I MlIlarial Boundi!!l£ -212.147 172.000 -197.870 172.000 -172.147 172.000 I -167.147 172.000 -140.886 189.437 -135.537 192.988 I -134.013 194.000 ~xt!!rnlll BQldDdi!!ll -400.000 43.820 I 20.000 43.886 20.000 224.391 20.000 236.487 18.351 236.439 I 17.705 236.421 9.347 236.165 9.109 236.240 8.636 236.003 I 8.137 235.754 6.856 235.114 5.637 234.505 4.368 235.139 I 3.300 235.673 3.137 235.755 -83.792 236.156 1 -115.633 236.272 -115.646 236.192 -117.562 234.929 -130.968 226.000 I -133.971 224.000 -207.641 174.933 -212.147 172.000 -215.220 170.000 I -218.334 167.973 -221.075 166.603 -227.804 163.237 -229.807 162.205 I -232.573 160.853 -233.479 160.400 -234.274 160.003 -235.573 159.353 I -235.809 159.471 -236.481 159.807 -238.573 160.853 I -240.828 161.981 -241.900 162.517 -247.655 160.963 I .1 I I -117.994 208.000 I SUI!I2!!!:l -154.991 210.000 -114.991 210.000 I §UI!I2!!!:l -151.988 212.000 -111.988 212.000 I §UI!I2!!!:l -148.985 214.000 I -108.985 214.000 SUl!I2Qrt -145.982 216.000 I -105.982 216.000 §I!DDO!:l -142.979 218.000 I -102.979 218.000 §1!1lI2!!!:l -139.976 220.000 I -99.976 220.000 §1!1!12!!!:l -136.974 222.000 -96.974 222.000 I §1!1lI2!!!l I -212.147 172.000 -172.147 172.000 §1!1lI2!!!l I -209.074 174.000 -169.074 174.000 I I I I I I I I I I I I I I I I I I I I I I I I I Slide Analysis Information Document Name Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Un~s Pore Fluid Unit Weight: 62.4 ib/ft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLEIMorgenstem-Prlce with intersllce force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Non-Circular Block Search Number of Surfaces: 1000 Pseudo-Random Surfaces: Enabled Convex Surfaces Only: Disabled Left Projection Angle (Start Angle): 95 Left Projection Angle (End Angle): 175 Right Projection Angle (Start Angle): 5 Right Projection Angle (End Angle): 85 Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distnbuted Load present: Distributed Load Constant Distribution, Orientation: Vertical, Magnitude: 250 1b1ft2 Material Properties Materl&!: New Fill Strength Type: Mohr-Coulomb Unit Weight: 130 1b1ft3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface: None Material: Residual SoilfColluylum Strength Type: Mohr-Coulomb Unit Weight: 130 Ib/ft3 Cohesion: 0 psI Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb UnR Weight: 140 Iblft3 Cohesion: 2100 psI Friction Angle: 32 degrees Water Surface: None SupPOrt Properties SUDQOrt: SupPOrt 1 Support 1 Support Type: GeoTextlle Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Linear Strip Coverage: 100 percent Tensile Strength: 1250 IbItt Pullou1 Strength Adhesion: 0 1b1ft2 Pullou1 Strength Friction Angle: 30 degrees Global Minimums Method: scencer FS: 1.636760 Axis Location: -203.723, 345.786 Left Slip Surface Endpoint: -211.042, 172.719 Right Slip Surface Endpoint: -69.661,236.091 Resisting Moment=4.1667e+007 Ib-ft . Driving Moment=2.5456ge+007 Ib-ft Resisting Horizontal Force=222355 Ib DrMng Horizontal Force=135851 Ib Axis Locetlon: -203.723, 345.786 Left Slip Surface Endpoint: -211.042, 172.719 Right Slip Surface Endpoint: -69.661, 236.091 Resisting Moment=4.16475e+007 Ib-ft DrMng Moment=2.55487e+OO7 Ib-ft Resisting Horizontal Force=222068 Ib DrMng Horizontal Force=I36217Ib Valid I Invalid Surfaces Method: scencer Number 01 Valid Surfaces: 242 Number 01 Invalid Surfaces: 759 I I I I I I I I I I I I I I I I I I I ,--------------------------------~----~------------ I I I I I I I I I I I I I I I I I I I Error Codes: Error Code -108 reported for 254 surfaces Error Code -111 reported for 278 surfaces Error Code -112 reported for 227 surfaces Method: gle/morgenstern-price Number of Valid Surfaces: 248 Number of Invalid Surfaces: 753 Error Codes: Error Code -108 reported for 225 surfaces Error Code -111 reported for 304 surfaces Error Code -112 reported for 224 surfaces Error Codes The following errors were encountered during the computation: -108 = Total driving moment or total driving force < 0.1. This is to lim~ the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbitrary number). -111 = safety factor equation did not converge -112 = The coefficient M-Alpha = cos(alpha)(l+tan(a1pha)tan(phi)/F) < 0.2 for the final Iteration of the safety factor calculation. This screens out some slip surfaces which may not be valid in the context of the analysis, In particular, deep seated slip surfaces with many high negative base angle slices in the passive zone. List of All Coordinates Non-Clrc. Failure Surface -212.147 172.000 -170.518 172.000 -74.725 236.114 ~~~~.996 -235.809 159.471 Material Boundary -207.641 174.933 -199.085 176.712 -180.685 180.814 -163.170 186.072 -157.750 187.710 -155.648 188.463 -152.951 188.964 -143.293 191.196 -143.192 191.219 -135.537 192.988 -128.745 194.558 -112.335 200.033 -109.812 200.950 I I -104.222 201.552 -78.444 204.812 I -61.652 208.963 -61.260 209.059 -61.084 209.110 I -50.686 211.920 -24.223 221.547 -16.077 226.229 -7.348 231.437 I -2.349 234.491 -1.167 235.384 3.300 235.673 Malerial Boundary I -331.866 127.957 -268.915 147.996 I I Maleria! Boundary -68.661 206.638 -22.643 219.244 20.000 224.391 I Malerial Boundary -234.274 160.003 I -222.416 164.113 -204.095 170.000 -197.870 172.000 -191.936 173.907 I -149.769 186.888 -149.673 186.918 -143.553 188.802 -140.886 189.437 I -68.661 206.638 Material Boundary -130.968 226.000 I -90.968 226.000 Materia! Boundary -172.147 172.000 I -149.673 186.918 -143.192 191.219 -142.016 192.000 I Material Boundary -212.147 172.000 -197.870 172.000 I -172.147 172.000 -167.147 172.000 -140.886 189.437 -135.537 192.988 I -134.Q13 194.000 External Boundary -400.000 43.820 I 20.000 43.886 20.000 224.391 I I --------------------------- I I 20.000 236.487 I 18.351 236.439 17.705 236.421 9.347 236.165 9.109 236.240 I 8.636 236.003 8.137 235.754 6.856 235.114 5.637 234.505 I 4.368 235.139 3.300 235.673 3.137 235.755 -83.792 236.156 I -115.633 236.272 -115.646 236.192 -117.562 234.929 -130.968 226.000 I -133.971 224.000 -207.641 174.933 -212.147 172.000 I -215.220 170.000 -218.334 167.973 -221.075 166.603 -227.804 163.237 I -229.807 162.205 -232.573 160.853 -233.479 160.400 -234.274 160.003 I -235.573 159.353 -235.809 159.471 -236.481 159.807 -238.573 160.853 I -240.828 161.981 -241.900 162.517 -247.655 160.963 -264.985 156.907 I -276.416 152.960 -289.045 148.653 -302.459 144.149 I -304.589 143.331 -306.219 142.788 -308.867 141.n4 -314.637 139.418 I -325.729 132.039 -331.866 127.957 -335.898 125.275 -351.673 114.n9 I -372.618 100.844 -375.784 98.738 -3n.626 97.512 -3n.731 97.513 I -379.628 97.513 -379.638 97.563 -379.757 98.194 -379.807 98.194 I -380.425 98.194 -380.490 97.854 I I I I -381.223 93.994 -381.228 93.994 I -381.280 93.994 -382.130 93.986 -390.035 93.913 I -391.664 93.897 -398.215 93.837 -400.000 93.820 W W!lr T !!llifl I -400.000 93.820 20.000 116.641 I I -83.792 236.156 3.137 235.755 I -209.074 170.184 I -193.935 170.184 -193.935 174.000 Focus/Block Search Window I -187.101 174.000 -187.101 170.072 -166.933 170.072 -166.933 174.400 I Syggg[l -133.971 224.000 I -93.971 224.000 ~UIlllQ!l -130.968 226.000 I -90.968 226.000 §1!1D!!l -206.039 176.000 I -166.039 176.000 §UIlQQ!l -203.036 178.000 I -163.036 178.000 SUm~ul I -200.033 180.000 -160.033 180.000 ~UID!!l I -197.030 182.000 -157.030 182.000 ~YI!!l2!l I -194.028 184.000 -154.028 184.000 I I I I I SupPOrt -191.025 186.000 -151.025 186.000 I Support -188.022 188.000 -148.022 188.000 I SupPOrt -185.019 190.000 -145.019 190.000 I SuPPOrt -182.016 192.000 -142.016 192.000 I Support -179.013 194.000 -139.013 194.000 I SuPPOrt -176.011 196.000 -136.011 196.000 I Sypport -173.008 198.000 -133.008 198.000 I Suooort -170.005 200.000 -130.005 200.000 I SupPOrt -167.002 202.000 -127.002 202.000 I SupPOrt -163.999 204.000 I -123.999 204.000 SupPOrt -160.996 206.000 I -120.996 206.000 SupPOrt -157.994 208.000 I -117.994 208.000 SuPPOrt -154.991 210.000 I -114.991 210.000 SupPOrt -151.988 212.000 I -111.988 212.000 I I ------ I I SI!!!IlQ[! -148.985 214.000 I -108.985 214.000 S!.!lmQrt -145.982 216.000 I -105.982 216.000 S!.!IlQ:Q[! -142.979 218.000 I -102.979 218.000 SI!IlIl!1[! I -139.976 220.000 -99.976 220.000 SI!IlIl!1[! I -136.974 222.000 -96.974 222.000 §1!1mQ[! I -212.147 172.000 -172.147 172.000 SU!!IlQrt I -209.074 174.000 -169.074 174.000 I I I I I I I I I I I I a I I I I I I I I I I I I I I I I Slide Analysis Information Document Name Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Un~s of Measurement: Imperial Units Pore Auid Un~ Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLEIMorgenstern-Prlce with interslice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of Iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius increment: 10 Compos~e Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading Seismic Load Coefficient (Horizontal): 0.22 Material Properties Material: New Fill Strength Type: Mohr-Coulomb Un~ Weight: 130 Iblft3 Cohesion: 0 psf Friction Angle: 34 degrees Water Surface: Water Table Custom Hu value: 1 Material: New Fill -Seismic Strength Type: Mohr-Coulomb Unit Weight: 130 Ib/ft3 Cohesion: 200 psI Friction Angle: 34 degrees Water Surface: Water Table Custom Hu value: 1 Material: Residual SoiliColiuvium -Seismic Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 200 psI Friction Angle: 36 degrees Water Surface: Water Table Custom Hu value: 1 Material: Renton FOrmation -Seismic Streng1h Type: Mohr-Coulomb Unit Weight: 140 IbIft3 Cohesion: 2100 psI Friction Angle: 32 degrees Water Surface: Water Table Custom Hu value: 1 Support Properties SuPPOrt: SupPOrt 1 Support 1 Support Type: GeoTextile Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 IbIft Pullout Strength Adhesion: 0 Iblft2 Pullout Strength Friction Angle: 28 degrees Global Minimums Method: soencer FS: 1.095000 Center: -216.724, 350.544 Radius: 176.857 Left Slip SUrfaca Endpoint: -209.316, 173.842 Right Slip Surface Endpoint: -81.848, 236.147 Resisting Moment=3.82161 e+007 Ib-ft Driving Moment=3.49OO4e+007 Ib-ft Resisting Horizontal Force= 194397 Ib Driving Horizontal Forca=177531 Ib Center: -229.162, 370.603 Radius: 199.666 Left Slip Surfaca Endpoint: -212.741,171.613 Right Slip Surface Endpoint: -81.555, 236.146 Resisting Moment=4.34576e+007 Ib-ft I I I I I I I I I I I I I I I I I I I .---------------------------------------- I I I I I I I I I I I I I I I I I I I Driving Moment=3.97655e+007 Ib·ft Resisting Horizontal Force= 195827 Ib Driving Horizontal Force=179190 Ib Valid !Invalld Surfaces Method: spencer Number of Valid Surfaces: 16468 Number of Invalid Surfaces: 2023 Error Codes: Error Code ·103 reported for 23 surfaces Error Code ·106 reported for 153 surfaces Error Code ·108 reported for 65 surfaces Error Code ·111 reported for 1331 surfaces Error Code ·1000 reported for 451 surfaces Method: gle/morgenstern'price Number of Valid Surfaces: 16498 Number of Invalid Surfaces: 1993 Error Codes: Error Code ·103 reported for 23 surfaces Error Code ·106 reported for 153 surfaces Error Code ·108 reported for 65 surfaces Error Code ·111 reported for 1301 surfaces Error Code ·1000 reported for 451 surfaces Error Codes The foliowing errors were encountered during the computation': ·103 = Two surface / slope intersections, but one or more surface / nonslope external polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soli region, but may also occur on a benched slope model with two sets of Slope Umits. ·106 = Average slice width is less than 0.0001 • (maximum horizontal extent of soil region). This limhation is imposed to avoid numerical errors which may result from too many slices, or too smali a Slip region. ·108 = Total driving moment or total driving force < 0.1. This is to limn the calculation of extremely high safety factors If the driving force Is very small (0.1 Is an arbhrary number). ·111 = safety factor equation did not converge ·1000 = No valid slip surfaces are generated at a grid center. Unable to draw a surface. List of All Coordinates ----------- I I Search Grid I -490.365 250.247 7.164 250.247 7.164 517.705 -490.365 517.705 I .996 -235.809 159.471 I Malerlal Boundary -207.641 174.933 I -199.085 176.712 -180.685 180.814 -163.170 186.072 -157.750 187.710 I -155.648 188.463 -152.951 188.964 -143.293 191.196 -143.192 191.219 I -135.537 192.988 -128.745 194.558 -112.335 200.033 I -109.812 200.950 -104.222 201.552 -78.444 204.812 -61.652 208.963 I -61.260 209.059 -61.084 209.110 -50.686 211.920 -24.223 221.547 I -16.0n 226.229 -7.348 231.437 -2.349 234.491 -1.167 235.384 I 3.300 235.673 Malerlal Boundary -331.866 127.957 I -268.915 147.996 Malerlal Boundary -68.661 206.638 I -22.643 219.244 20.000 224.391 Malerial Boundary I -234.274 160.003 -222.416 164.113 -204.095 170.000 I -197.870 172.000 -191.936 173.907 -149.769 186.888 -149.673 186.918 I -143.553 188.802 I I I I -140.886 189.437 I -68.661 206.638 Mi!I!lriSlI tlQuodl!~ -130.968 226.000 I -90.968 226.000 Mal!!rilli !:!2YDd!l!l -172.147 172.000 I -149.673 186.918 -143.192 191.219 -142.016 192.000 I MSlt!i!riSlI BQUOdl!!l! -212.147 172.000 -197.870 172.000 -172.147 172.000 I -167.147 172.000 -140.886 189.437 -135.537 192.988 I -134.Q13 194.000 Extem!li tl2!.!09m -400.000 43.820 I 20.000 43.886 20.000 224.391 20.000 236.487 18.351 236.439 I 17.705 236.421 9.347 236.165 9.109 236.240 8.636 236.003 I 8.137 235.754 6.856 235.114 5.637 234.505 4.368 235.139 I 3.300 235.673 3.137 235.755 -83.792 236.156 I -115.633 236.272 -115.646 236.192 -117.562 234.929 -130.968 226.000 I -133.971 224.000 -207.641 174.933 -212.147 172.000 -215.220 170.000 I -218.334 167.973 -221.075 166.603 -227.804 163.237 -229.807 162.205 I -232.573 160.853 -233.479 160.400 -234.274 160.003 -235.573 159.353 I -235.809 159.471 I I I I -236.481 159.807 -238.573 160.853 I -240.828 161.981 -241.900 162.517 -247.655 160.963 -264.985 156.907 I -276.416 152.960 -289.045 148.653 -302.459 144.149 -304.589 143.331 I -306.219 142.788 -308.867 141.774 -314.637 139.418 -325.729 132.039 I -331.866 127.957 -335.898 125.275 -351.673 114.779 I -372.618 100.844 -375.784 98.738 -377.626 97.512 -377.731 97.513 I -379.628 97.513 -379.638 97.563 -379.757 98.194 -379.807 98.194 I -380.425 98.194 -380.490 97.854 -381.223 93.994 -381.228 93.994 I -381.280 93.994 -382.130 93.986 -390.035 93.913 -391.664 93.897 I -398.215 93.837 -400.000 93.820 ltlal!!r TI!!2I!! I -400.000 93.820 20.000 116.641 §UIlIlQ!I I -133.971 224.000 -93.971 224.000 226.000 I -90.968 226.000 §UIIR!I!I I -206.039 176.000 -166.039 176.000 SUllIlQrt I -203.036 178.000 -163.036 178.000 I I I -----------~ I I SuPPOrt -200.033 180.000 I -160.033 180.000 SupPOrt I -197.030 182.000 -157.030 182.000 SuPPOrt I -194.028 184.000 -154.028 184.000 SupPOrt I -191.025 186.000 -151.025 186.000 SupPOrt I -188.022 188.000 -148.022 188.000 Sypport I -185.019 190.000 -145.019 190.000 I SupPOrt -182.016 192.000 -142.016 192.000 I SuPPOrt -179.Q13 194.000 -139.Q13 194.000 I SUpPOrt -176.011 196.000 -136.011 196.000 I SupPOrt -173.008 198.000 -133.008 198.000 I Support -170.005 200.000 -130.005 200.000 ,I Support -167.002 202.000 -127.002 202.000 I SuPPOrt -163.999 204.000 -123.999 204.000 I SuPPOrt -160.996 206.000 -120.996 206.000 I I I I I ~~llgQrt -157.994 208.000 I -117.994 208.000 ~Ul2gQ[\ -154.991 210.000 I -114.991 210.000 ~~lmQrt -151.988 212.000 I -111.988 212.000 SUIlIlQ[\ -148.985 214.000 I -108.985 214.000 Sl!l2gQ[\ -145.982 216.000 I -105.982 216.000 ~YllgQ[\ I -142.979 218.000 -102.979 218.000 Sl!llgQ[\ I -139.976 220.000 -99.976 220.000 §L!&!eQll I -136.974 222.000 -96.974 222.000 ~ldllgQ[\ I -212.147 172.000 -172.147 172.000 SyllIl.Q[\ I -209.074 174.000 -169.074 174.000 I I I I I I I --- -Safety tor I 0.00 I 0.50 1. 00 1. 50 2.00 2.50 3 .00 3 .50 4.00 4.50 5.00 5.50 6.00'" g.... '" < j 1 -I i ~ 1 < j j , < ~ < 1 1 -' , 1 --_ T~ ·500 - • -- Residual SoiVCoUuvium "" r-=;..---- - -- - --- Defoor Property of Reinforcing = Unreinforced I Spencers's Method. FS < 1.5 Plotted ~ )NewFln l - Ren ton Formation w • = - - Residual SoIVConuvium .1 I 1"---' r -. T '--""'-1 •.. ....---_. -~--~~ -400 -300 -200 -100 o - -I -~~' 100 Saf e ty .tor 0 .00 0.50 1. 00 1. 50 ~ 1 1 1 • 1 ~ 1 I ~ Residual ..-' .1 '-405 -Defoor Property Re inforced --------./. Length of Re inforcing = 40 feet Soencers's Method , FS < 1.5 Plotted w ~ Renton Formation ~ I \ I I Re5idual SoiVCoIluvium , -1 ?! u 100 ~I ---------------- ., 1 ~ 1 ~ j ~ 1 ~ 1 0 - 1 -) 1 ~ , "l , Safet y _tor I 0 .00 1. 00 1.50 2 .00 2 .50 3.00 3.50 4 .00 4.50 5 .00 '1_ . .,--, ~ -500 • 1--"'-..--.--........... "1 - -300 .. 1-405 -Defoor Property Reinforced Soil Slope. Sta 15+50 Length of Reinforcing ~ 40 feet Spencers's Method . 10 Lowest FS Surfaces Plotted Block Sliding ~ I-~ w -~ ,... -200 150.~150 ~ b'tI~, ~~:02 ~:2!lI?'~ \ [Now Fili i Renton Formatio n . --'-'--" --.---,-~-......... '-' '-T" -1 00 \ Residual Soi IlCoUUYtum -,... o -- - -r--~-.-- 100 &-! ~j i j -1 ; j I ~ , .&-1 < 1 Safety .... --:--: ________________ ---111-405 -Defoor Property Reinforced So il Slope, Sta 1 HI Length of Reinforcing -40 feet i" \ tit __ • Spencers's Method , FS < 1.1 Plotted Seismic / ' "- I " , -r-------, --r ~022 _ -500 l' -3"2 -EM -100 -___ ~-_ --iiiIiII1-.- I I I I I I I I I I I I •• • I I I I I Slide Analysis Information Document Name File Name: Sta15+50_Static-NoReinforcing_RevA_062909.sli Prolect Senlngs Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 1b1ft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLElMorgenstern-Price with interslice force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius increment: 10 Composite Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed Load Constant Distribution, Orientation: Vertical, Magnitude: 250 1b1ft2 Material Properties Materia!: New Fill Strength Type: Mohr-Coulomb Unit Weight: 130 IbJft3 Cohesion: ° psf Friction Angle: 36 degrees Water Surface: None Material: Residyal Soil/Colluvium Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 0 psI Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb Unit Weight: 140 Ib/ft3 Cohesion: 2100 psI Friction Angle: 32 degrees Water Surface: None Global Minimums FS: Center: -367.189, 492.876 Radius: 351.982 Left Slip Surface Endpoint: -185.824, 191.217 Right Slip Surface Endpoint: -157.550, 210.134 Resisting Moment=256273 Ib-ft Driving Moment=235782 Ib-ft Resisting Horizontal Force=605.196 Ib Driving Horizontal Force=556.805 Ib Center: -367.189, 492.876 Radius: 351.982 Left Slip Surface Endpoint: -185.824,191.217 Right Slip Surface Endpoint: -157.550, 210.134 Resisting Moment=256282 Ib-ft DrMng Moment=235782 Ib-ft Resisting Horizontal Force=605.202 Ib Driving Horizontal F0rC9=556.792 Ib Valid I Invalid Surfaces Method: spencer Number of Valid Surfaces: 17629 Number of Invalid Surfaces: 862 Error Codes: Error Code -102 reported lor 7 surfaces Error Code -103 reported for 25 surfaces Error Code -106 reported for 86 surfaces Error Code -107 reponed for 400 surfaces Error Code -108 reported for 233 surfaces Error Code -111 reported for 56 surfaces Error Code -1000 reported for 55 surfaces Melhod: glelmomenstern-price . Number of Valid Surfaces: 17652 Number of Invalid Surfaces: 839 Error Codes: Error Code -102 reported for 7 surfaces Error Code -103 reported lor 25 surfaces I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Error Code -106 reported for 86 surfaces Error Code -107 reported for 400 surfaces Error Code -108 reported for 234 surfaces Error Code -111 reported for 32 surfaces Error Code -1000 reported for 55 surfaces Error Codes The following errors were encountered during the computation: -102 = Two surface I slope intersections, but resulting arc is actually outside soil region. -103 = Two surface I slope intersections, but one or more surface I nonslope external polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soil region, but may also occur on a benched slope model with two sets of Slope Llm~s. -106 = Average slice width is less than 0.0001 • (maximum horizontal extent of soil region). This limitation is imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -107 = Total driving moment or total driving force is negative. This will occur if the wrong failure direction is specified, or H high external or anchor loads are applied against the failure direction. -108 = Total driving moment or total driving force < 0.1. This Is to limit the calculation of extremely high safety factors if the driving force Is very small (0.1 is an arbitrary number). -111 = safety factor equation did not converge -1000 = No valid slip surfaces are generated at a grid center. Unable to draw a surface. LIst of All Coordinates 10.257 10.257 -447.253 -253.638 -236.737 250.947 250.947 499.079 499.079 155.091 160.522 I I • I I I Material Boundary I -233.759 161.479 -195.908 173.641 -104.272 201.852 I -85.373 206.436 -76.499 208.588 -72.987 209.440 Material Boundary I -221.440 167.607 -215.846 169.776 -207.313 172.843 I -187.794 180.435 -177.528 182.906 -176.057 183.338 -163.538 186.747 I -161.611 187.266 -148.215 191.637 -133.390 195.846 I -126.960 197.591 -125.208 198.523 -123.554 198.933 -114.759 200.071 I -112.477 200.550 -110.603 200.847 -104.064 . 202.096 -97.916 204.475 I -89.455 207.561 -85.740 207.918 -76.499 208.588 -71.507 208.950 I -62.667 210.464 -52.661 211.872 -49.908 212.378 -47.480 214.298 I -39.441 218.766 -30.809 226.851 -26.795 230.686 -21.761 233.307 I -17.540 235.848 -9.325 236.756 Material Boundary I -319.349 134.600 -266.981 150.467 Materia! Boyndary I -85.373 208.436 -61.610 209.135 -47.835 211.411 I 19.431 227.988 External Boundary -400.000 43.141 I 19.431 43.141 19.431 227.988 19.431 237.608 I I I I 7.976 237.203 I 7.802 237.116 7.663 237.047 6.443 236.437 I 5.163 235.797 3.931 236.414 2.663 237.048 -4.266 236.879 I -9.325 236.756 -14.680 236.625 -22.050 236.446 -27.541 236.312 I -31.790 236.208 -35.175 236.126 -37.936 236.058 -40.231 236.002 I -82.686 236.137 -84.251 236.191 -86.109 236.255 -86.864 236.281 I -88.299 236.299 -89.952 236.353 -93.059 . 236.455 -112.182 236.000 I -112.318 235.970 -112.509 235.926 -118.673 235.011 I -122.012 233.909 -157.751 210.000 -172.153 200.363 -172.694 200.000 I -180.390 194.849 -188.291 189.568 -188.349 189.530 -188.783 189.246 I -188.003 189.180 -189.002 189.100 -189.143 189.007 -189.319 188.891 I -189.542 188.743 -189.836 188.549 -190.789 187.919 -190.837 187.887 I -190.860 187.871 -192.957 186.485 -221.102 167.780 I -221.440 167.607 -229.319 163.580 -233.205 161.755 -233.759 161.479 I -235.311 160.704 -236.206 160.257 -236.737 160.522 -238.269 161.289 I -239.207 161.758 -241.369 161.759 -241.711 161.760 I I I I -245.919 161.762 I -269.601 157.383 -284.425 151.999 -299.440 147.867 I -306.744 143.000 -319.349 134.600 -345.472 117.193 -347.276 115.992 I -350.252 114.008 -354.084 111.455 -363.483 105.191 -371.080 100.130 I -376.321 96.637 -376.560 96.637 -378.320 96.638 -378.338 96.731 I -378.449 97.319 -378.541 97.319 -379.115 97.319 -379.230 96.716 I -379.912 93.119 -379.921 93.119 -379.969 93.120 I -381.389 93.120 -388.596 93.131 -389.452 93.131 -392.359 93.136 I -397.625 93.138 -400.000 93.141 ~iillIr IIl!2II! I -400.000 88.171 19.431 130.979 I -1 -93.059 -89.952 236.353 -88.299 236.299 I -86.864 236.281 -86.109 236.255 -84.251 236.191 I -82.686 236.137 -40.231 236.002 -37.936 236.058 -35.175 236.126 I -31.790 236.208 -27.541 236.312 -22.050 236.446 -14.680 236.625 I -9.325 236.756 -4.266 236.879 2.663 237.048 3.931 236.414 I I 5.163 235.797 6.443 236.437 7.663 237.047 I I .. , . '!' 7.802 237.116 7.976 237.203 Slide Analysis Information Document Name Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Un~s of Measurement: Imperial Units Pore Fluid Unk Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore PressUre: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLElMorgenstem-Price wkh intersilce force function: Half Sine Spencer Number of slices: 25 Tolerance: 0.005 Maximum number of kerations: 50 Surface Options Surface Type: Circular Search Method: Grid Search Radius Increment: 10 Compos~e Surfaces: Disabled Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed Load Constant Distnbutlon, Orientation: Vertical, Magnitude: 250 1b1ft2 Material Properties Material: New Fj!! Strength Type: Mohr-Coulomb UnR Weight: 130 Iblft3 Cohesion: 0 psf Friction Angle: 36 degrees Water Surface: None Material: Residual SolVCollyvium I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Strength Type: Mohr-Coulomb Unit Weight: 130 Ib/ft3 Cohesion: 0 pst Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Coulomb . Unit Weight: 140 Ib/1I3 Cohesion: 2100 psi Friction Angle: 32 degrees Water Surface: None Support Properties SupPOrt: SUpPOrt 1 Support 1 Support Type: GeoTextile Force Application: Passive Force Orientation: Tangent to Slip Surface Anchorage: None Shear Streng1h Model: Linear Strip Coverage: 100 percent Tensile Strength: 1250 Ibilt Pullout Strength Adhesion: 0 Iblft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Center: -447.253, 362.606 Radius: 261.311 Lell Slip Surface Endpoint: -317.986, 135.509 Right Slip Surface Endpoint: -297.647, 148.360 Resisting Moment",227284 Ib-II Driving Moment=200684 Ib-It Resisting Horizontal Force",731 .849 Ib DrMng Horizontal Force=646.198 Ib Method: gle/morgenstern-price FS: 1.132570 Center: -447.253, 362.606 Radius: 261.311 Left Slip Surface Endpoint: -317.986, 135.509 Right Slip Surface Endpoint: -297.647, 148.360 Resisting Moment=227289 Ib-ft Driving Moment=200684 Ib-It Resisting Horizontal Force=731 .854 Ib Driving Horizontal Force--646.187Ib Valid I Invalid Surfaces Method: spencer Number of Valid Surfaces: 15822 Number of Invalid Surfaces: 2669 Error Codes: Error Code -102 reported for 7 surfaces Error Code -103 reported for 25 surfaces Error Code -106 reported for B6 surfaces Error Code -107 reported for 40B surfaces Error Code -108 reported for 353 surfaces Error Code -111 reported for 1735 surfaces Error Code -1000 reported for 55 surfaces Method: gle/morgenstern-price Number of Valid Surfaces: 15784 Number of Invalid Surfaces: 2707 Error Codes: Error Code -102 reported for 7 surfaces Error Code -103 reported for 25 surfaces Error Code -106 reported for 86 surfaces Error Code -107 reported for 408 surfaces Error Code -108 reported for 353 surfaces Error Code -111 reported for 1773 surfaces Error Code -1000 reported for 55 surfaces Error Codes The following errors were encountered during the computation: -102 = Two surface / slope intersections, but resuHing arc is actually outside soli region. -103 = Two surface / slope Intersections, but one or more surface / nonslope external polygon Intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soli region, but may also occur on a benched slope model with two sets of Slope Limits. -106 = Average slice width Is less than 0.0001 • (maximum horizontal extent of soil region). This limitation is imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -107 = Total driving moment or total driving force is negative. This will occur If the wrong failure direction is specified, or if high external or anchor loads Bre applied against the failure direction. -108 = Total drMng moment or total driving force < 0.1. This is to IImH the calculation of extremely high safety factors If the driving force Is very small (0.1 Is an arbitrary number). -111 = safety factor equation did not converge -1000 = No valid slip surfaces are generated at a grid center. Unable to draw a surface. I I I I I I I I I I I I I I I I I I --------------_. I I I List of All Coordinates ~!1l1rch Grid I -447.253 250.947 10.257 250.947 10.257 -499.079 -447.253 499.079 I -253.638 155.091 I -236.737 160.522 .479 I -201.015 172.000 -195.908 173.641 -170.512 181.460 I -151.909 187.186 -142.623 190.045 -104.272 201.852 -85.373 206.436 I -76.499 208.588 -72.987 209.440 MliWill' Boundllrv I -221.440 167.607 -215.846 169.776 -209.658 172.000 -207.313 172.843 I -187.794 180.435 -177.528 182.906 -176.057 183.338 -163.538 186.747 I -161.879 187.194 -161.611 187.266 -148.215 191.637 -142.978 193.124 I -134.283 195.592 -133.390 195.846 -126.960 197.591 I -125.208 198.523 -123.554 198.933 -114.759 200.071 -112.477 200.550 I -110.603 200.847 -104.064 202.096 -97.916 204.475 -89.455 207.561 I -85.740 207.918 -76.499 208.588 -71.507 208.950 -62.667 210.464 I -52.661 211.872 -49.908 212.378 -47.480 214.298 I I I I -39.441 218.766 I -30.809 226.851 -26.795 230.686 -21.761 233.307 I -17.540 235.848 -9.325 236.756 Material Boundary I -319.349 134.600 -266.981 150.467 Material Boundary I -85.373 206.436 -61.610 209.135 -47.835 211.411 I 19.431 227.988 Material Boundary -169.752 172.000 I -142.847 172.000 Material Boundary -133.834 226.000 I -110.775 226.000 Material Boundary -214.752 172.000 I -209.658 172.000 Material Boundary -187.645 190.000 I -171.409 190.000 Material Boundary -209.658 172.000 I -201.015 172.000 -184.752 172.000 -170.512 181.460 I -161.879 187.194 -160.666 188.000 Material Boundary I -184.752 172.000 -174.752 172.000 ,-151.909 187.186 -142.978 193.124 I -141.660 194.000 Material Boundary I -174.752 ' 172.000 I -169.752 172.000 -142.623 190.045 I -134.283 195.592 -133.670 196.000 I External Boundary -400.000 43.141 I I I I I 19.431 43.141 I 19.431 227.988 19.431 237.608 7.976 237.203 7.802 237.116 I 7.663 237.047 6.443 236.437 5.163 235.797 I 3.931 236.414 2.663 237.048 -4.266 236.879 -9.325 236.756 I -14.680 236.625 -22.050 236.446 -27.541 236.312 -31.790 236.208 I -35.175 236.126 -37.936 236.058 -40.231 236.002 -82.686 236.137 I -84.251 236.191 -86.109 236.255 -86.864 236.281 -88.299 236.299 I -89.952 236.353 -93.059 236.455 -112.182 236.000 I -112.318 235.970 -112.509 235.926 -118.673 235.011 -122.012 233.909 I -133.834 226.000 -157.751 210.000 -172.153 200.363 -172.694 200.000 I -180.390 194.949 -187.645 190.000 -188.291 189.568 -188.349 189.530 I -188.783 189.246 -188.883 189.180 -189.002 189.100 -189.143 189.007 I -189.319 188.891 -189.542 188.743 -189.836 188.549 -190.789 187.919 I -190.837 187.887 -190.860 187.871 -192.957 188.485 I -214.752 172.000 -221.102 167.780 -221.440 167.607 -229.319 163.580 I -233.205 161.755 -233.759 161.479 -235.311 160.704 I I I I -236.206 160.257 I -236.737 160.522 -238.269 161.289 -239.207 161.758 I -241.369 161.759 -241.711 161.760 -245.919 161.762 -269.601 157.383 I -284.425 151.999 -299.440 147.867 -306.744 143.000 -319.349 134.600 I -345.472 117.193 -347.276 115.992 -350.252 114.008 -354.084 111.455 I -363.483 105.191 -371.080 100.130 -376.321 96.637 -376.560 96.637 I -378.320 96.638 -378.338 96.731 -378.449 97.319 I -378.541 97.319 -379.115 97.319 -379.230 96.716 -379.912 93.119 I -379.921 93.119 -379.969 93.120 -381.389 93.120 ~-388.596 93.131 I -389.452 93.131 -392.359 93.136 -397.625 93.138 -400.000 93.141 I ~DI!![ T illll!! -400.000 88.171 19.431 130.979 I 1 -112.509 235.926 I -112.318 235.970 -112.182 236.000 -93.059 236.455 I -89.952 236.353 -88.299 236.299 -86.664 236.281 -86.109 236.255 I -84.251 236.191 -82.686 236.137 -40.231 236.002 -37.936 236.058 I -35.175 236.126 -31.790 236.208 -27.541 236.312 I I I I -22.050 236.446 I -14.680 236.625 -9.325 236.756 -4.266 236.879 I 2.663 237.048 3.931 236.414 5.163 235.797 6.443 236.437 I 7.663 237.047 7.802 237.116 7.976 237.203 I SupPOrt -214.752 172.000 -174.752 172.000 I SupPOrt -211.743 174.000 -171.743 174.000 I 176.000 -168.733 176.000 I 178.000 -165.724 178.000 I 180.000 -162.715 180.000 I SupPOrt -199.706 182.000 -159.706 182.000 I Support -196.696 184.000 -156.696 184.000 I SupPOrt -193.687 186.000 -153.687 186.000 I Suooort -190.666 188.000 I -150.666 188.000 190.000 I -147.645 190.000 SuPPOrt -184.653 192.000 I -144.653 192.000 SuPPOrt I I I I -181.660 194.000 I -141.660 194.000 §YI2I2!!!:1 I -178.670 196.000 -138.670 196.000 SUI2I2Q[\ I -175.682 198.000 -135.682 198.000 §Y!lIl2[\ I -172.693 200.000 -132.693 200.000 SU!lI2l![\ I -169.707 202.000 -129.707 202.000 SUIl1lQ[\ I -166.718 204.000 -126.718 204.000 SU!lIl2[J I -163.729 206.000 -123.729 206.000 208.000 I -120.740 208.000 SY!lIl2[J I -157.751 210.000 -117.751 210.000 SUIl1lQ[J I -154.761 212.000 -114.761 212.000 SUImQ[\ I -151.772 214.000 -111.772 214.000 I SYI2Il2[J -148.782 216.000 -108.782 216.000 I SYImQ!I . -145.792 218.000 -105.792 218.000 I §YIlIlIl[J -142.803 220.000 -102.803 220.000 I 222.000 I I I I -99.813 222.000 I SupPOrt -136.824 224.000 I -96.824 224.000 SUpPOrt -133.834 226.000 I -93.834 226.000 I I I I I I I I I I I I I I Slide Analysis Information Document Name File Name: Sta15+50_Slidin\LRevA_062909.sli Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left Units of Measurement: Imperial Unns Pore Fluid Un~ Weight: 62.4 Iblft3 Groundwater Method: Water Surfaces Data Output: Standard Calculate Excess Pore Pressure: Off Allow Ru wnh Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Analysis Methods Analysis Methods used: GLElMorgenstern-Price wnh iritersllce force lunctlon: Hall Sine Spencer Number 01 slices: 25 Tolerance: 0.005 Maximum number 01 iterations: 50 Surface Options Surface Type: Non-Circular Block Search Number 01 Surfaces: 10000 Pseudo-Random Surfaces: Enabled Convex Surfaces Only: Disabled Left Projection Angle (Start Angle): 95 Left Projection Angle (End Angle): 175 Right Projection Angle (Start Angle): 5 Right Projection Angle (End Angle): 85 Minimum Elevation: Not Defined Minimum Depth: Not Defined Loading 1 Distributed Load present: Distributed Load Constant Distribution, Orientation: Vertical, Magnnude: 2501b1ft2 Material Properties Material: New Fill Strength Type: Mohr-Coulomb Unn Weight: 130 Iblft3 Cohesion: 0 psi Friction Angle: 36 degrees I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Water Surface: None Material: Residual SoiVColiuvium Strength Type: Mohr-Coulomb Unit Weight: 130 Iblft3 Cohesion: 0 psi Friction Angle: 36 degrees Water Surface: None Material: Renton Formation Strength Type: Mohr-Couiomb Unit Weight: 140 Ib/ft3 Cohesion: 2100 psi Friction Angle: 32 degrees Water Surface: None Support Properties SuPPOrt: SuPPOrt 1 Support 1 Support Type: GeoTextile Force Application: Passive Force Orientation: T angentto Slip Surface Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 Ibift Pullout Strength Adhesion: 0 Iblft2 Pullout Strength Friction Angle: 30 degrees Global Minimums Method: spencer FS: 1.610580 Axis Location: -209.246, 340.481 Left Slip Surface Endpolnt: -213.806, 172.629 Right Slip Surface Endpoint: -77.700, 236.121 Resisting Moment=3.99442e+007 Ib-ft Driving Moment=2.48011 e+007 Ib-ft Resisting Horizontal Force=216251 Ib Driving Horizontal Force=134269Ib Axis Location: -205.307, 340.582 Left Slip Surface Endpoint: -211.217,174.350 Right Slip Surface Endpoint: -75.867, 236.115 Resisting Moment=3.81605e+OO71b-ft DrMng Moment=2.39014e+0071b-ft Resisting Horizontal Force=209610 Ib DrMng Horizontal Forcs=1312871b Valid I Invalid Surfaces Method: spencer Number 01 Valid Surfaces: 2583 Number 01 Invalid Surfaces: 7418 Error Codes: Error Code -108 reported for 2845 surfaces Error Code -111 reported for 2526 surfaces Error Code -112 reported for 2047 surfaces Method: gle/morgenstern-price Number of Valid Surfaces: 2718 Number of Invalid Surfaces: 7283 Error Codes: Error Code -108 reported for 2523 surfaces Error Code -111 reported for 2724 surfaces Error Code -112 reported for 2036 surfaces Error Codes The follOwing errors were encountered during the computation: -108 = Total driving moment or total driving force < 0.1. This Is to limn the calculation of extremely high safety fac10rs If the driving force is very small (0.1 is an arbitrary number). -111 = safety fac10r equation did not converge -112 = The coefficient M-Alpha = cos(alpha)(l+tan(alpha)tan(phi)/F) < 0.2 for the final iteration of the safety fac10r calculation. This screens out some slip surfaces which may not be valid In the context of the analysis, in particular, deep seated slip surfaces with many high negative base angle slices In the passive zone. List of All CoordInates Water Table . -400.000 88.171 19.431 130.979 Non-Cjrc, Failure Surface -214.752 172.000 -174.752 172.000 -78.054 236.122 Material Boundarv -266.981 150.467 -253.638 155.091 -236.737 160.522 -201.015 -195.908 -170.512 -151.909 -142.623 -104.272 -85.373 .479 172.000 173.641 181.460 187.186 190.045 201.852 206.436 I I I I I I I I I I I I I I I I I I I I I -76.499 208.588 I -72.987 209.440 Mal!!rial BQYO!:!511l: I -221.440 167.607 -215.846 169.776 -209.658 172.000 -207.313 172.843 I -187.794 180.435 -177.528 182.906 -176.057 183.338 -163.538 186.747 I -161.879 187.194 -161.611 187.266 -148.215 191.637 -142.978 193.124 I -134.283 195.592 -133.390 195.846 -126.960 197.591 -125.208 198.523 I -123.554 198.933 -114.759 200.071 -112.477 200.550 -110.603 200.847 I -104.064 202.096 -97.916 204.475 -89.455 207.561 I -85.740 207.918 -76.499 208.588 -71.507 208.950 -62.667 210.464 I -52.661 211.872 49.908 212.378 47.480 214.298 -39.441 218.766 I -30.809 226.851 -26.795 230.686 -21.761 233.307 -17.540 235.848 I -9.325 236.756 M~!!rii!! BQund511l: -319.349 134.600 I -266.981 150.467 M~!!rl§j §QytKllllll I -85.373 206.436 -61.610 209.135 -47.835 211.411 19.431 227.988 I MW!lri§j §QYO!:!lIIll -169.752 172.000 -142.847 172.000 I MW!lrigl BQyng511l: -133.834 226.000 I I I I -110n5 226.000 I Material Boundary -214.752 172.000 I -209.658 172.000 Material Boundary -187.645 190.000 I -171.409 190.000 Material Boundary -209.658 172.000 I -201.015 172.000 -184.752 172.000 -170.512 181.460 I -161.879 187.194 -160.666 188.000 Material Boundary I -184.752 172.000 -174.752 172.000 -151.909 187.186 -142.978 193.124 I -141.660 194.000 Material Boundary -174.752 172.000 I -169.752 172.000 -142.623 190.045 -134.283 195.592 -133.670 196.000 I Distributed Loed -118.673 235.011 -112.509 235.926 I -112.318 235.970 -112.182 236.000 -93.059 236.455 I -89.952 236.353 -88.299 236.299 -86.864 236.281 -86.109 236.255 I -84.251 236.191 -82.686 236.137 -40.231 236.002 -37.936 236.058 I -35.175 236.126 -31.790 236.208 -27.541 236.312 -22.050 236.446 I -14.680 236.625 -9.325 236.756 -4.268 236.879 2.663 237.048 I 3.931 236.414 5.163 235.797 6.443 236.437 I I I I 7.663 237.047 I 7.802 237.116 7.976 237.203 I Focus/BIQ!;k Se;!rch WindQw -211.743 174.000 -211.743 168.553 -195.537 168.553 I -195.537 174.000 FQQ\Jsl§IQQls ~!!arch WlnslQw -189.733 174.000 I -189.733 169.148 -169.814 169.148 -169.814 173.853 I ElI1!!rnill ~Qynda!X -400.000 43.141 19.431 43.141 I 19.431 227.988 19.431 237.608 7.976 237.203 7.802 237.116 I 7.663 237.047 6.443 236.437 5.163 235.797 3.931 236.414 I 2.663 237.048 -4.266 236.879 -9.325 236.756 -14.680 236.625 I -22.050 236.446 -27.541 236.312 -31.790 236.208 -35.175 236.126 I -37.936 236.058 -40.231 236.002 -82.686 236.137 -84.251 236.191 I -86.109 236.255 -86.864 236.281 -88.299 236.299 I -89.952 236.353 -93.059 236.455 -112.182 236.000 -112.318 235.970 I -112.509 235.926 -118.673 235.011 -122.012 233.909 -133.834 226.000 I -157.751 210.000 -172.153 200.363 -172.694 200.000 -180.390 194.849 I . -187.645 190.000 -188.291 189.568 -188.349 189.530 I I I I -188.783 189.246 I -188.883 189.180 -189.002 189.100 -189.143 189.007 I -189.319 188.891 -189.542 188.743 -189.836 188.549 -190.789 187.919 I -190.837 187.887 -190.860 187.871 -192.957 186.485 -214.752 172.000 I -221.102 167.780 -221.440 167.607 -229.319 163.580 I -233.205 161.755 -233.759 161.479 -235.311 160.704 -236.206 160.257 I -236.737 160.522 -238.269 161.289 -239.207 161.758 -241.369 161.759 I -241.711 161.760 -245.919 161.762 -269.601 157.383 -284.425 151.999 I -299.440 147.867 -306.744 143.000 -319.349 134.600 -345.472 117.193 I -347.276 115.992 -350.252 114.008 -354.084 111.455 -363.463 105.191 I -371.080 100.130 -376.321 96.637 -376.560 96.637 I -378.320 96.638 -378.338 96.731 -378.449 97.319 -378.541 97.319 I -379.115 97.319 -379.230 96.716 -379.912 93.119 -379.921 93.119 I -379.969 93.120 -381.389 93.120 -388.596 93.131 -389.452 93.131 I -392.359 93.136 -397.625 93.138 -400.000 93.141 ~!'!IlIlQ!l I -214.752 172.000 -174.752 172.000 I I I I I Support -211.743 174.000 -171.743 174.000 I SupPOrt -208.733 176.000 -168.733 176.000 I SupPOrt -205.724 178.000 -165.724 178.000 I SupPOrt -202.715 180.000 '162.715 180.000 I SupPOrt -199.706 182.000 -159.706 182.000 I 184.000 I -156.696 184.000 SuPPOrt -193.687 186.000 I -153.687 186.000 SuPPOrt -190.666 188.000 I -150.666 188.000 SuPPOrt -187.645 190.000 I -147.645 190.000 SupPOrt -184.653 192.000 I -144.653 192.000 SupPOrt -181.660 194.000 I -141.660 194.000 SuPPOrt I -178.670 196.000 -138.670 196.000 SuPPOrt I -175.682 198.000 -135.682 198.000 SupPOrt I -172.693 200.000 -132.693 200.000 I I I I SUIl!22!:l I -169.707 202.000 -129.707 202.000 §~Il!22!:l I -166.718 204.000 -126.718 204.000 SIlIl!22!:l I -163.729 206.000 -123.729 206.000 I SUIl!22!:l -160.740 208.000 -120.740 208.000 I SUIlIlQ!:l -157.751 210.000 -117.751 210.000 I SUIl!22tl -154.761 212.000 -114.761 212.000 I SUIl!22!:l -151.772 '214.000 -111.772 214.000 I S!!IlIlQ!:l -148.782 216.000 -108.782 216.000 I S!!Il!22!:l -145.792 218.000 I -105.792 218.000 SIlIlIl!2!:l -142.803 220.000 -102.803 §1!1l!22!:l 220.000 I -139.813 222.000 I -99.813 222.000 SUIlIlQ!:l -136.824 224.000 I -96.824 224.000 SYOOOIl -133.834 226.000 I -93.834 226.000 I I I I I I I Slide Analysis Information Document Name I File Name: Sta15+50_Seismic_RevA_062909.sli ;' ", I Prolect Settings Project Title: SLIDE -An Interactive Slope Stability Program Failure Direction: Right to Left I Unns 01 Measurement: Imperial Units Pore Fluid Unn Weight: 62.4 Ibllt3 Groundwater Method: Water Surfaces Data Output: Standard I Calculate Excess Pore Pressure: Off Allow Ru with Water Surfaces or Grids: Off Random Numbers: Pseudo-random Seed Random Number Seed: 10116 I Random Number Generation Method: Park and Miller v.3 Analysis Methods I Analysis Methods used: GLEIMorgenstem-Price with interslice force function: Hall Sine Spencer I Number 01 slices: 25 Tolerance: 0.005 Maximum number 01 iterations: 50 I Surface Options I Surface Type: Circular Search Method: Grid Search Radius Increment: 10 Compasne Surfaces: Disabled I Reverse Curvature: Create Tension Crack Minimum Elevation: Not Defined Minimum Depth: Not Defined I Loading Seismic Load Coefficient (Horizontal): 0.22 I Material Properties Materia!: New Fill -Seismic I Strength Type: Mohr-Coulomb Unn Weight: 130 Ibllt3 Cohesion: 200 psI Friction Angle: 34 degrees I Water Surface: None Material: Residual SoiVColluvium -Seismic I Strength Type: Mohr-Coulomb I I I Unit Weight: 130 Ib/ft3 I Cohesion: 200 psf Friction Angle: 36 degrees Water Surface: None I " Material: Renton Formation -Seismic Strength Type: Mohr-Coulomb Unit Weight: 140 Iblft3 I Cohesion: 2100 psf Friction Angie: 32 degrees Water Surface: None SupPOrt Properties I SupPOrt: SupPOrt 1 I Support 1 Support Type: GeoTextile Force Application: Passive Force Orientation: Tangent to Slip Surface I Anchorage: None Shear Strength Model: Unear Strip Coverage: 100 percent Tensile Strength: 1250 iblft I Pullout Strength Adhesion: 0 iblft2 Pullout Strength Friction Angle: 30 degrees Global Minimums I Mathod: spencer FS: 1.095170 I Center: -229.936, 362.606 Radius: 192.729 Left Slip Surface Endpoint: -217.325, 170.290 Right Slip Surface Endpoint: -84.452, 236.198 I Resisting Moment..4.42443e+007 Ilrft I Driving Moment..4.03996e+007 Ilrft I Resisting Horizontal Force=205998 ib DrMng Horizontal Force=188098 Ib I Center: -241.374, 387.420 I Radius: 218.527 Left Slip Surface Endpoint: -217.452,170.206 Right Slip Surface Endpoint: -83.647, 236.170 I Resisting Moment..4.795056+007 Ilrft Driving Moment..4.3755ge+007 Ilrft Resisting Horizontal Force= 197333 Ib DrMng Horizontal Force= 180071 Ib I Valid 'Invalid Surfaces Mathod: spencer I Number 01 Valid Surfaces: 16906 Number of Invalid Surfaces: 1585 Error Codes: Error Code -102 reported for 7 surfaces I I I I I I I I I I I I I I I I I I I I I Error Code -103 reported for 25 surfaces Error Code -106 reported for 86 surfaces Error Code -108 reported for 92 surfaces Error Code -111 reported for 1320 surfaces Error Code -1000 reported for 55 surfaces Method: gle/moraenstern-price Number of Valid Surfaces: 17010 Number of Invalid Surfaces: 1481 Error Codes: Error Code -102 reported for 7 surfaces Error Code -103 reported for 25 surfaces Error Code -106 reported for 86 surfaces Error Code -108 reported for 92 surfaces Error Code -111 reported for 1216 surfaces Error Code -1000 reported for 55 surfaces Error Codes The following errors were encountered during the computation: -102 = Two surface I slope Intersections, but resulting arc is actually outside soil region. -103 = Two surface I slope intersections, but one or more surface I nonslope external polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soli region, but may also occur on a benched slope model with two sets of Slope Umits. -106 = Average slice width is less than 0.0001 • (maximum horizontal extent of soli region). This limitation is imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -1 08 = Total driving moment or total driving force < 0.1. This is to limn the calculation of extremely high safety factors if the driving force Is very small (0.1 is an arbHrary number). -111 = safety factor equation did not converge -1000 = No valid slip surfaces are generated at a grid center. Unable to draw a surface. LIst of All Coordinates Search Grid -447.253 10.257 10.257 -447.253 250.947 250.947 499.079 499.079 I I Malerial Boundary I -266.981 150.467 -253.638 155.091 -236.737 160.522 I Malerial Boundary -233.759 161.479 -201.015 172.000 I -195.908 173.641 -170.512 181.460 -151.909 187.186 -142.623 190.045 I -104.272 201.852 -85.373 206.436 -76.499 208.588 -72.987 209.440 I Material Boundary -221.440 167.607 I -215.846 169.776 -209.658 172.000 -207.313 172.843 -187.794 180.435 I -177.528 182.906 -176.057 183.338 -163.538 186.747 -161.879 187.194 I -161.611 187.266 -148.215 191.637 -142.978 193.124 -134.283 195.592 I -133.390 195.846 -126.960 197.591 -125.208 198.523 -123.554 198.933 I -114.759 200.071 -112.477 200.550 -110.603 200.847 -104.084 202.096 I -97.916 204.475 -89.455 207.561 -85.740 207.918 I -76.499 208.588 -71.507 208.950 -62.667 210.464 -52.661 211.872 I -49.908 212.378 -47.480 214.298 -39.441 218.766 -30.809 226.851 I -26.795 230.686 -21.761 233.307 -17.540 235.848 -9.325 236.756 I Materia! BOundary -319.349 134.600 I I ----------------------------------------------------------------------------------------- I I 2.663 237.048 I -4.266 236.879 -9.325 236.756 -14.680 236.625 I -22.050 236.446 -27.541 236.312 -31.790 236.208 -35.175 236.126 I -37.936 236.058 -40.231 236.002 -82.686 236.137 -84.251 236.191 I -86.109 236.255 -86.864 236.281 -88.299 236.299 -89.952 236.353 I -93.059 236.455 -112.182 236.000 -112.318 235.970 I -112.509 235.926 -118.673 235.011 -122.012 233.909 -133.834 226.000 I -157.751 210.000 -172.153 200.363 -172.694 . 200.000 -180.390 194.849 I -187.645 190.000 -188.291 189.568 -188.349 189.530 -188.783 189.246 I -188.883 189.180 -189.002 189.100 -189.143 189.007 , -189.319 188.891 I -189.542 188.743 -189.836 188.549 -190.789 187.919 I -190.837 187.887 -190.860 187.871 -192.957 186.485 -214.752 172.000 I -221.102 167.780 -221.440 167.607 -229.319 163.580 -233.205 161.755 I -233.759 161.479 -235.311 160.704 -236.206 160.257 -236.737 160.522 I -238.269 161.289 -239.207 161.758 -241.369 161.759 -241.711 161.760 I -245.919 161.762 -269.601 157.383 -284.425 151.999 I I I I -299.440 147.867 I -306.744 143.000 -319.349 134.600 -345.472 117.193 -347.276 115.992 I -350.252 114.008 -354.084 111.455 -363.483 105.191 -371.080 100.130 I -376.321 96.637 -376.560 96.637 -378.320 96.638 I -378.338 96.731 -378.449 97.319 -378.541 97.319 -379.115 97.319 I -379.230 96.716 -379.912 93.119 -379.921 93.119 -379.969 93.120 I -381.389 93.120 -388.596 93.131 -389.452 93.131 -392.359 93.136 I -397.625 93.138 -400.000 93.141 W!!ler T IIbl!! I -400.000 88.171 19.431 130.979 I SupPOrt -214.752 172.000 -174.752 172.000 I SupPOrt -211.743 174.000 -171.743 174.000 I SuPPOrt -208.733 176.000 -168.733 176.000 I SuPPOrt -205.724 178.000 -165.724 178.000 I SupPOrt -202.715 180.000 -162.715 180.000 I 182.000 -159.706 182.000 I SuPPOrt . -196.696 184.000 I I I I -156.696 SYIl!l2!:l 184.000 I -193.687 186.000 I -153.687 186.000 ~YllgQ!:l -190.666 188.000 I -150.666 188.000 190.000 I -147.645 190.000 SUIlIlQ!:l -184.653 192.000 I -144.653 192.000 §YIlI:!Q!:l I -181.660 194.000 -141.660 194.000 ~YDDO!:l I -178.670 196.000 -138.670 196.000 ~1.!1l!l!!!:l I -175.682 198.000 -135.682 198.000 ~!!I!!l2!:l I -172.693 200.000 -132.693 200.000 SY12IXUl I -169.707 202.000 -129.707 202.000 SUIJlQ!:l I -166.718 204.000 -126.718 204.000 SUIJlQ!:l I -163.729 206.000 -123.729 206.000 208.000 I -120.740 208.000 210.000 I -117.751 210.000 SUIl!l!!!:l I -154.761 212.000 -114.761 212.000 I I ~~~--~--------------;-~ --~--~ I I I Support -151.772 214.000 -111.772 214.000 I SupPOrt -148.782 216.000 -108.782 216.000 I Support -145.792 218.000 -105.792 218.000 I SupPOrt -142.803 220.000 -102.803 220.000 I SuPPOrt -139.813 222.000 -99.813 222.000 I SupPOrt -136.824 224.000 -96.824 224.000 I SupPOrt -133.834 226.000 I -93.834 226.000 I I I I I I I I I COR SHORT PLAT LUA14-568-SHPL-A Lot Closure Calculations CITY OF RENTON RECEIVED JUN 142016 DEVELOPMENT SERVICES DESIGN Robert D. West 4/12/16 Core Design, Inc. 14711 NE 29 th Place, Suite 101 Bellevue, WA 98007 425.885.7877 Name: 1 North: 175822.3969' East: 1301941.7705' Segment #1 : Line Course: S1"25'52"W Length: 78.15' North: 175744.2712' East: 1301939.8187' Segment #2 : Line Course: N88"34'08"W Length: 112.30' North: 175747.0759' East: 1301827.5537' Segment #3 : line Course: NO"31'21"E Length: 47.99' North: 175795.0639' East: 1301827.9914' Segment #4 : Line Course: N76"29'19"E Length: 117.02' North: 175822.4043' East: 1301941.7727' Perimeter: 355.46' Area: 7112.26 Sq. Ft. Error Closure: 0.0078 Course: N16"07'44"E Error North: 0.00747 East: 0.00216 Precision 1: 45571. 79 Name: 2 North: 175744.2665' East: 1301939.8184' Segment #1 : Line Course: S1"25'52"W length: 60.00' North: 175684.2852' East: 1301938.3199' Segment #2 : line Course: N88"34'08"W length: 111.35' North: 175687.0662' East: 1301827.0046' Segment #3 : Line Course: NO"31'21"E North: 175747.0737' length, 60.01' Segment #4 : Line Course: S88"34'08"E North: 175744.2690' East: 1301827.5519' length: 112.30' East: 1301939.8169' Perimeter: 343.66' Area: 6709.42 Sq. Ft. Error Closure: Error North: 0.0029 Course: N31"53'54"W 0.00249 East: -0.00155 Precision 1: 118503.45 ----------------- Name: 3 North: 175684.2852' East: 1301938.3198' Segment #1 : Line Course: Sl°25'52"W Length: 60.00' North: 175624.3040' East: 1301936.8213' Segment #2 : Line Course: N88°34'08"W Length: 110.40' North: 175627.0612' East: 1301826.4557' Segment #3 : Line Course: Noo31'21"E Length: 60.01' North: 175687.0687' East: 1301827.0030' Segment #4 : Line Course: S88°34'08"E Length: 111.35' North: 175684.2877' East: 1301938.3182' Perimeter: 341.75' Area: 6652.32 Sq. Ft. Error Closure: 0.0029 Course: N31°53'54"W Error North: 0.00249 East: -0.00155 Precision 1: 117848.28 Name: 4 North: 175624.3040' Segment #1 : Line Course: 51"25'52"W North: 175564.3227' Segment #2 : Line Course: N88"34'08"W North: 175567.0559' Segment #3 : line Course: Noo31'21"E North: 175627.0634' Segment #4 : Line Course: S88"34'08"E North: 175624.3062' East: 1301936.8212' Length: 60.00' East: 130193S.3227' Length: 109.44' East: 1301825.9168' Length: 60.01' East: 1301826.4640' Length: 110.40' East: 1301936.8296' Perimeter: 339.85' Error Closure: Area: 6595.23 Sq. Ft. Error North: 0.0087 Course: N7S"07'03"E East: 0.00844 0.00224 Precision 1: 39063.22 Name: 5 North: 175564.3227' East: 1301935.3225' Segment#l : line Course: 51"25'52"W North: 175499.3429' Segment #2 : line Course: N88°34'08"W North: 175502.0505' Segment #3 : line Length: 65.00' East: 1301933.6992' Length: 108.41' East: 1301825.3230' Course: Noo31'21"E Length: 65.01' North: 175567.0578' East: 1301825.9158' Segment #4 : line Course: S88°34'08"E Length: 109.44' North: 175564.3245' East: 1301935.3217' Perimeter: 347.87' Error Closure: Area: 7080.39 Sq. Ft. Error North: 0.0020 Course: N24°51'39"W East: -0.00086 0.00185 Precision 1: 173930.00 Name: 6 North: 175499.3430' East: 1301933.6990' Segment #1 : Line Course: Sl"25'52"W length: 65.00' North: 175434.3632' East: 1301932.0756' Segment #2 : Line Course: N88·34'08"W Length: 107.38' North: 175437.0450' East: 1301824.7291' Segment #3 : Line Course: NO·31'21"E length: 65.01' North: 175502.0523' East: 1301825.3220' Segment #4 : Line Course: 588·34'08"E length: 108.41' North: 175499.3448' East: 1301933.6982' Perimeter: 345.80' Area: 7013.38 Sq. Ft. Error Closure: 0.0020 Course: N24·51'38"W Error North: 0.00185 East: -0.00086 Precision 1: 172900.00 Name: 7 End North: 175387.3324' East: 1301913.0594' Segment #1 : Curve Length: 65.65' Radius: 48.00' Delta: 78·21'34" Tangent: 39.12' Chord: 65.65' Course: 535·35'53"W Course In: S15·13'20"E RP North: 175341.0165' End North: 175338.0179' Segment #2 : Line Course Out: S86·25'06"W East: 1301925.6625' East: 1301877.7562' Course: S89·33'28"W Length: 53.94' North: 175337.6015' East: 1301823.8178' Segment #3 : Line Course: NO·31'21"E North: 175437.0474' Segment #4 : Line Course: 588·34'08"E North: 175434.3656' Segment #5 : Line Length: 99.45' East: 1301824.7247' Length: 107.38' East: 1301932.0712' Course: 51"25'52"W Length: 23.54' North: 175410.8329' East: 1301931.4833' Segment #6 : Curve Length: 32.00' Radius: 25.00' Delta: 73·20'48" Tangent: 18.62' Chord: 29.86' Course: 538·06'16"W Course In: N88·34'08"W RP North: 175411.4573' End North: 175387.3344' Course Out: 515·13'20"E East: 1301906.4911' East: 1301913.0552' Perimeter: 381.96' Area: 8150.46 Sq. Ft. Error Closure: 0.0047 Course: N63·56'43"W Error North: 0.00206 East: -0.00421 Precision 1: 81268.09 Name: ROW North: 175292.7547' East: 1301935.5396' Segment #1 : Line Course: N88°34'08"W Length: 11.08' North: 175293.0314' East: 1301924.4631' Segment #2 : Curve Length: 71.20' Radius: 48.00' Delta: 84°59'14" Tangent: 43.97' Chord: 71.20' Course: N46°04'31"W Course In: N1"25'52"E Course Out: S86°25'06"W RP North: 175341.0165' East: 1301925.6619' End North: 175338.0178' East: 1301877.7556' Segment #3 : Curve Length: 65.65' Radius: 48.00' Delta: 78°21'34" Tangent: 39.12' Chord: 65.65' Course: N35°35'53"E Course In: N86°25'06"E Course Out: N15°13'20"W RP North: 175341.0165' East: 1301925.6619' End North: 175387.3324' East: 1301913.0588' Segment #4 : Curve Length: 32.00' Radius: 25.00' Delta: 73"20'48" Tangent: 18.62' Chord: 29.86' Course: N38°06'16"E Course In: N15°13'20"W Course Out: 588°34'08"E RP North: 175411.4552' East: 1301906.4947' End North: 175410.8309' East: 1301931.4870' Segment #5 : Line Course: N1"25'52"E Length: 23.54' North: 175434.3635' East: 1301932.0749' Segment #6 : Line Course: N1"25'52"E Length: 65.00' North: 175499.3432' East: 1301933.6982' Segment #7 : Line Course: N1°25'52"E Length: 65.00' North: 175564.3230' East: 1301935.3216' Segment #8 : Line Course: Nlo2S'52"E Length: 60.00' North: 175624.3043' East: 1301936.8201' Segment #9 : Line Course: N1"25'52"E Length: 60.00' North: 175684.2855' East: 1301938.3186' Segment #10 : Line Course: N1"25'52"E Length: 60.00' North: 175744.2668' East: 1301939.8171' Segment #11 : Line Course: Nl"25'S2"E Length: 78.15' North: 175822.3924' East: 1301941.7689' Segment #12 : Line Course: N1°25'52"E Length: 54.70' North: 175877.0754' East: 1301943.1350' Segment #13 : Line Course: S89°59'25"E Length: 7.00' North: 175877.0742' East: 1301950.1350' Segment #14 : Line Course: Sr2S'S2"W Length: 584.51' North: 175292.7465' East: 1301935.5369' Perimeter: 1237.83' Area: 8187.88 Sq. Ft. Error Closure: Error North: 0.0086 Course: S18°22'15"W -0.00819 East: -0.00272 Precision 1: 143933.72 ------------------------------------------------------------------------------------------------------- Name: TRACT A Description: NGPE North: 175249.3669' East: 1301934.4556' Segment #1 : Line Course: N89°59'35"W Length: 301.61' North: 175249.4034' East: 1301632.8456' Segment #2 : Line Course: N14"26'13"E Length: 70:49' North: 175317.6675' East: 1301650.4198' Segment #3 : Curve Length: 563.99' Radius: 2103.46' Delta: 15°21'44" Tangent: 283.69' Chord: 562.30' Course: Ns045'47"E Course In: N76°33'21"W Course Out: N88°04'5s"E RP North: 175806.7172' East: 1299604.6010' End North: 175877.1202' East: 1301706.8825' Segment #4 : Line Course: 589"59'25"E Length: 236.26' North: 175877.0801' East: 1301943.1425' Segment #5 : Line Course: S1"25'52"W Length: 54.70' North: 175822.3972' East: 1301941.7763' Segment #6 : Line Course: S76°29'19"W Length: 117.02' North: 175795.0568' East: 1301827.9950' Segment #7 : Line Course: S0031'21"W Length: 47.99' North: 175747.0688' East: 1301827.5574' Segment #8 : Line Course: S0031'21"W Length: 60.01' North: 175687.0613' East: 1301827.0101' Segment #9 : Line Course: SO·31'21"W Length: 60.01' North: 175627.0538' East: 1301826.4629' Segment #10 : Line Course: SO·31'21"W Length: 60.01' North: 175567.0463' East: 1301825.9157' Segment #11 : Line Course: SO·31'21"W North: 175502.0390' Segment #12 : Line Course: 50·31'21"W North: 175437.0317' Segment #13 : Line Course: SO·31'21"W North: 175337.5858' Segment #14 : Line Length: 65.01' East: 1301825.3228' Length: 65.01' East: 1301824.7300' Length: 99.45' East: 1301823.8231' Course: N89·33'28"E Length: 53.94' North: 175338.0022' East: 1301877.7615' Segment #15 : Curve Length: 71.20' Radius: 48.00' Deita: 84·59'14" Tangent: 43.97' Chord: 71.20' Course: S46·04'31"E Course in: N86·25'06"E RP North: 175341.0008' End North: 175293.0157' Course Out: Sl·25'52"W East: 1301925.6677' East: 1301924.4689' Segment #16 : Line Course: 588·34'08"E North: 175292.7390' Length: 11.08' East: 1301935.5455' ,------------------------------------------------------- Segment #17 : Line Course: S1"25'52"W Length: 43.40' North: 175249.3526' East: 1301934.4615' Perimeter: 1981.15' Area: 103441.87 Sq. Ft. Error Closure: 0.0155 Course: S22"35'37"E Error North: -0.01431 East: 0.00595 Precision 1: 127818.06 COR SHORT PLAT LUA14-568-SHPL-A Lot Closure Calculations crry OF RENTON RECEIVED JUN 142016 DEVELOPMENT SERVICES DESIGN Robert D. West 4/12/16 Core Design, Inc. 14711 NE 29 th Place, Suite 101 Bellevue, WA 98007 425.885.7877 Name: 1 North: 175822.3969' East: 1301941.7705' Segment #1 : Line Course: Sl°2S'S2"W length: 78.15' North: 17S744.2712' East: 1301939.8187' Segment #2 : Line Course: N88°34'08"W length: 112.30' North: 175747.0759' East: 1301827.5537' Segment #3 : Line Course: Noo31'21"E length: 47.99' North: 175795.0639' East: 1301827.9914' Segment #4 : Line Course: N76°29'19"E length: 117.02' North: 175822.4043' East: 1301941.7727' Perimeter: 355.46' Area: 7112.26 Sq. Ft. Error Closure: 0.0078 Course: N16°07'44"E Error North: 0.00747 East: 0.00216 Precision 1: 45571.79 ------------------ Name: 2 East: 1301939.8184' North: 175744.2665' Segment #1 : Line Course: S1°25'52"W North: 175684.2852' Length: 60.00' East: 1301938.3199' Segment #2 : Line Course: N88°34'08"W Length: 111.35' North: 175687.0662' East: 1301827.0046' Segment #3 : Line Course: NOo31'21"E Length: 60.01' North: 175747.0737' East: 1301827.5519' Segment #4 : Line Course: S88°34'08"E Length: 112.30' North: 175744.2690' East: 1301939.8169' Perimeter: 343.66' Area: 6709.42 Sq. Ft. Error Closure: 0.0029 Course: N31"53'54"W Error North: 0.00249 East: -0.00155 Precision 1: 118503.45 Name: 3 North: 175684.2852' East: 1301938.3198' Segment #1 : Line Course: S1"25'52"W North: 175624.3040' Segment #2 : Line Course: N88°34'08"W North: 175627.0612' Segment #3 : Line Course: Noo31'21"E North: 175687.0687' Segment #4 : Line length: 60.00' East: 1301936.8213' length: 110.40' East: 1301826.4557' length: 60.01' East: 1301827.0030' Course: S88°34'08"E length: 111.35' North: 175684.2877' East: 1301938.3182' Perimeter: 341.75' Area: 6652.32 Sq. Ft. Error Closure: 0.0029 Course: N31"53'54"W Error North: 0.00249 East: -0.00155 Precision 1: 117848.28 Name: 4 North: 175624.3040' Segment #1 : Line Course: Sl "25'52"W North: 175564.3227' Segment #2 : Line Course: N88"34'08"W North: 175567.0559' Segment #3 : Line East: 1301936.8212' length: 60.00' East: 1301935.3227' length: 109.44' East: 1301825.9168' Course: NO"31'21"E length: 60.01' North: 175627.0634' East: 1301826.4640' Segment #4 : Line Course: S88"34'08"E length: 110.40' North: 175624.3062' East: 1301936.8296' Perimeter: 339.85' Area: 6595.23 Sq. Ft. Error Closure: 0.0087 Course: N75"07'03"E Error North: 0.00224 East: 0.00844 Precision 1: 39063.22 Name: 5 North: 175564.3227' East: 1301935.3225' Segment #1 : Line Course: 51"25'52"W length: 65.00' North: 175499.3429' East: 1301933.6992' Segment #2 : Line Course: N88"34'08"W length: 108.41' North: 175502.0505' East: 1301825.3230' Segment #3 : Line Course: NO"31'21"E length: 65.01' North: 175567.0578' East: 1301825.9158' Segment #4 : line Course: 588"34'08"E length: 109.44' North: 175564.3245' East: 1301935.3217' Perimeter: 347.87' Error Closure: Area: 7080.39 Sq. Ft. Error North: 0.0020 Course: N24"51'39"W East: -0.00086 0.00185 Precision 1: 173930.00 Name: 6 North: 175499.3430' East: 1301933.6990' Segment #1 : Line Course: Sl'25'52"W length: 65.00' North: 175434.3632' East: 1301932.0756' Segment #2 : Line Course: N88"34'08"W length: 107.38' North: 175437.0450' East: 1301824.7291' Segment #3 : Line Course: NO'31'21"E length: 65.01' North: 175502.0523' East: 1301825.3220' Segment #4 : Line Course: S88'34'08"E length: 108.41' North: 175499.3448' East: 1301933.6982' Perimeter: 345.80' Area: 7013.38 Sq. Ft. Error Closure: 0.0020 Course: N24'51'38"W Error North: 0.00185 East: -0.00086 Precision 1: 172900.00 Name: 7 End North: 175387.3324' East: 1301913.0594' Segment #1 : Curve Length: 65.65' Radius: 48.00' Delta: 78°21'34" Tangent: 39.12' Chord: 65.65' Course: 535°35'53"W Course In: S15°13'20"E Course Out: S86°25'06"W RP North: 175341.0165' East: 1301925.6625' End North: 175338.0179' East: 1301877.7562' Segment #2 : Line Course: S89°33'28"W North: 175337.6015' Segment #3 : Line Length: 53.94' East: 1301823.8178' Course: N0031'21"E Length: 99.45' North: 175437.0474' East: 1301824.7247' Segment #4 : Line Course: S88°34'08"E Length: 107.38' North: 175434.3656' East: 1301932.0712' Segment #5 : Line Course: Sl°2S'52"W Length: 23.54' North: 175410.8329' East: 1301931.4833' Segment #6 : Curve Length: 32.00' Radius: 25.00' Delta: 73°20'48" Tangent: 18.62' Chord: 29.86' Course: S38°06'16"W Course In: N88°34'08"W Course Out: 515°13'20"E RP North: 175411.4573' East: 1301906.4911' End North: 175387.3344' East: 1301913.0552' Perimeter: 381.96' Area: 8150.46 Sq. Ft. Errer Closure: 0.0047 Course: N63°S6'43"W Error North: 0.00206 East: -0.00421 Precision 1: 81268.09 Name: ROW North: 175292.7547' Segment #1 : Line Course: N88°34'08"W North: 175293.0314' Segment #2 : Curve East: 1301935.5396' Length: 11.08' East: 1301924.4631' Length: 71.20' Radius: 48.00' Delta: 84°59'14" Tangent: 43.97' Chord: 71.20' Course: N46°04'31"W Course In: N1"25'52"E Course Out: S86°25'06"W RP North: 175341.0165' East: 1301925.6619' End North: 175338.0178' East: 1301877.7556' Segment #3 : Curve Length: 65.65' Radius: 48.00' Delta: 78°21'34" Tangent: 39.12' Chord: 65.65' Course: N35°35'53"E Course In: N86°25'06"E Course Out: N15°13'20"W RP North: 175341.0165' East: 1301925.6619' End North: 175387.3324' East: 1301913.0588' Segment #4 : Curve Length: 32.00' Radius: 25.00' Delta: 73°20'48" Tangent: 18.62' Chord: 29.86' Course: N38°06'16"E Course In: N15°13'20"W RP North: 175411.4552' End North: 175410.8309' Course Out: S88°34'08"E East: 1301906.4947' East: 1301931.4870' Segment #5 : Line Course: N1"25'52"E North: 175434.3635' Segment #6 : Line Course: N1"25'52"E North: 175499.3432' Segment #7 : Line Course: N1°25'52"E North: 175564.3230' Length: 23.54' East: 1301932.0749' Length: 65.00' East: 1301933.6982' Length: 65.00' East: 1301935.3216' Segment #8 : Line Course: N1"25'52"E Length: 60.00' North: 175624.3043' East: 1301936.8201' Segment #9 : Line Course: N1"25'52"E Length: 60.00' North: 175684.2855' East: 1301938.3186' Segment #10 : Line Course: N1°25'52"E Length: 60.00' North: 175744.2668' East: 1301939.8171' Segment #11 : Line Course: N1°25'52"E Length: 78.15' North: 175822.3924' East: 1301941.7689' Segment #12 : Line Course: N1"25'52"E Length: 54.70' North: 175877.0754' East: 1301943.1350' Segment #13 : Line Course: S89°59'25"E Length: 7.00' North: 175877.0742' East: 1301950.1350' Segment #14 : Line Course: S1"25'52"W Length: 584.51' North: 175292.7465' East: 1301935.5369' Perimeter: 1237.83' Area: 8187.88 Sq. Ft. Error Closure: 0.0086 Course: S18°22'15"W Error North: -0.00819 East: -0.00272 Precision 1: 143933.72 Name: TRACT A Description: NGPE North: 175249.3669' East: 1301934.4556' Segment #1 : Line Course: N89"59'35"W Length: 301.61' North: 175249.4034' East: 1301632.8456' Segment #2 : Line Course: N14"26'13"E Length: 70.49' North: 175317.6675' East: 1301650.4198' Segment #3 : Curve Length: 563.99' Radius: 2103.46' Delta: 15"21'44" Tangent: 283.69' Chord: 562.30' Course: N5"45'47"E Course In: N76"33'21"W Course Out: N88"04'55"E RP North: 175806.7172' East: 1299604.6010' End North·:175877.1202' East: 1301706.8825' Segment #4 : Line Course: S89"59'25"E Length: 236.26' North: 175877.0801' East: 1301943.1425' Segment #5 : Line Course: 51 "25'52"W Length: 54.70' North: 175822.3972' East: 1301941.7763' Segment #6 : Line Course: S76"29'19"W Length: 117.02' North: 175795.0568' East: 1301827.9950' Segment #7 : Line Course: SO"31'21"W Length: 47.99' North: 175747.0688' East: 1301827.5574' Segment #8 : Line Course: SO"31'21"W Length: 60.01' North: 175687.0613' East: 1301827.0101' Segment #9 : line Course: S0031'21"W Len,gth: 60.01' North: 175627.0538' East: 1301826.4629' Segment #10 : line Course: S0031'21"W Length: 60.01' North: 175567.0463' East: 1301825.9157' Segment #11 : line Course: S0031'21"W Length: 65.01' North: 175502.0390' East: 1301825.3228' Segment #12 : line Course: S0031'21"W Length: 65.01' North: 175437.0317' East: 1301824.7300' Segment #13 : line Course: S0031'21"W Length: 99.45' North: 175337.5858' East: 1301823.8231' Segment #14 : line Course: N89°33'28"E Length: 53.94' North: 175338.0022' East: 1301877.7615' Segment #15 : Curve Length: 71.20' Radius: 48.00' Delta: 84°59'14" Tangent: 43.97' Chord: 71.20' Course: S46°04'31"E Course In: N86°25'06"E RP North: 175341.0008' End North: 175293.0157' Course Out: Sl°25'52"W East: 1301925.6677' East: 1301924.4689' Segment #16 : line Course: 588°34'08"E North: 175292.7390' Length: 11.08' East: 1301935.5455' 5egment #17 : Line Course: 51'25'52"W Length: 43.40' North: 175249.3526' East: 1301934.4615' Perimeter: 1981.15' Area: 103441.87 5q. Ft. Error Closure: 0.0155 Course: 522'35'37"E Error North: -0.01431 East: 0.00595 Precision 1: 127818.06 COR SHORT PLAT LUA14-568-SHPL-A Lot Closure Calculations CI1Y OF RENTON RECEIVED JUN 14 Z0\6 DEVELOPMENT SERVICES DESIGN Robert D. West 4/12/16 Core Design, Inc. 14711 NE 29 th Place, Suite 101 Bellevue, WA 98007 425.885.7877 Name: 1 North: 175822.3969' Segment #1 : Line Course: S1"25'52"W North: 175744.2712' Segment #2 : Line Course: N88°34'08"W North: 175747.0759' Segment #3 : Line Course: Noo31'21"E North: 175795.0639' Segment #4 : Line Course: N76°29'19"E North: 175822.4043' East: 1301941.7705' Length: 78.15' East: 1301939.8187' Length: 112.30' East: 1301827.5537' Length: 47.99' East: 1301827.9914' Length: 117.02' East: 1301941.7727' Perimeter: 355.46' Area: 7112.26 Sq. Ft. Error Closure: 0.0078 Course: N16°07'44"E Error North: 0.00747 East: 0.00216 Precision 1: 45571.79 Name: 2 North: 175744.2665' East: 1301939.8184' Segment #1 : Line Course: S1"25'52"W Length: 60.00' North: 175684.2852' East: 1301938.3199' Segment #2 : Line Course: N88"34'08"W Length: 111.35' North: 175687.0662' East: 1301827.0046' Segment #3 : Line Course: NO"31'21"E Length: 60.01' North: 175747.0737' East: 1301827.5519' Segment #4 : Line Course: S88"34'08"E Length: 112.30' North: 175744.2690' East: 1301939.8169' Perimeter: 343.66' Area: 6709.42 Sq. Ft. Error Closure: Error North: 0.0029 Course: N31"53'54"W 0.00249 East: -0.00155 Precision 1: 118503.45 Name: 3 North: 175684.2852' East: 1301938.3198' Segment #1 : Line Course: S1"25'52"W Length: 60.00' North: 175624.3040' East: 1301936.8213' Segment #2 : Line Course: N88°34'08"W Length: 110.40' North: 175627.0612' East: 1301826.4557' Segment #3 : Line Course: Noo31'21"E Length: 60.01' North: 175687.0687' East: 1301827.0030' Segment #4 : Line Course: S88°34'08"E Length: 111.35' North: 175684.2877' East: 1301938.3182' Perimeter: 341.75' Area: 6652.32 Sq. Ft. Error Closure: 0.0029 Course: N31"53'54"W Error North: 0.00249 East: -0.00155 Precision 1: 117848.28 Name: 4 North: 175624.3040' Segment #1 : Line Course: Sl°25'52"W North: 175564.3227' Segment #2 : Line Course: N88°34'08"W North: 175567.0559' Segment #3 : Line Course: Noo31'21"E North: 175627.0634' Segment #4 : Line Course: S88°34'08"E North: 175624.3062' East: 1301936.8212' Length: 60.00' East: 1301935.3227' Length: 109.44' East: 1301825.9168' Length: 60.01' East: 1301826.4640' Length: 110.40' East: 1301936.8296' Perimeter: 339.85' Area: 6595.23 Sq. Ft. Error Closure: 0.0087 Course: N75°07'03"E. Error North: 0.00224 East: 0.00844 Precision 1: 39063.22 Name: 5 North: 175564.3227' East: 1301935.3225' Segment #1 : Line Course: Sl°25'52"W Length: 65.00' North: 175499.3429' East: 1301933.6992' Segment #2 : Line Course: N88°34'08"W North: 175502.0505' Length: 108.41' East: 1301825.3230' Segment #3 : Line Course: Noo31'21"E North: 175567.0578' length: 65.01' East: 1301825.9158' Segment #4 :, Line Course: S88°34'08"E length: 109.44' North: 175564.3245' East: 1301935.3217' Perimeter: 347.87' Area: 7080.39 Sq. Ft. Error Closure: 0.0020 Course: N24°S1'39"W Error North: 0.00185 East: -0.00086 Precision 1: 173930.00 Name: 6 North: 175499.3430' East: 1301933.6990' Segment #1 : Line Course: Sl'25'52"W North: 175434.3632' Segment #2 : Line Course: N88'34'08"W North: 175437.0450' Segment #3 : Line Course: NO'31'21"E North: 175502.0523' Segment #4 : Line Length: 65.00' East: 1301932.0756' Length: 107.38' East: 1301824.7291' Length: 65.01' East: 1301825.3220' Course: S88'34'08"E Length: 108.41' North: 175499.3448' East: 1301933.6982' Perimeter: 345.80' Area: 7013.38 Sq. Ft. Error Closure: 0.0020 Course: N24'51'38"W Error North: 0.00185 East: -0.00086 Precision 1: 172900.00 Name: 7 End North: 175387.3324' East: 1301913.0594' Segment #1 : Curve Length: 65.65' Radius: 48.00' Delta: 78·21'34" Tangent: 39.12' Chord: 65.65' Course: S35·35'53"W Course In: S15·13'20"E Course Out: S86·25'06"W RP North: 175341.0165' East: 1301925.6625' End North: 175338.0179' East: 1301877.7562' Segment #2 : Line Course: S89·33'28"W North: 175337.6015' Segment #3 : Line Course: NO·31'21"E North: 175437.0474' Segment #4 : Line Length: 53.94' East: 1301823.8178' Length: 99.45' East: 1301824.7247' Course: S88·34'08"E Length: 107.38' North: 175434.3656' East: 1301932.0712' Segment #5 : Line Course: S1·25'52"W Length: 23.54' North: 175410.8329' East: 1301931.4833' Segment #6 : Curve Length: 32.00' Radius: 25.00' Delta: 73·20'48" Tangent: 18.62' Chord: 29.86' Course: S38·06'16"W Course In: N88·34'08"W Course Out: S15·13'20"E RP North: 175411.4573' East: 1301906.4911' End North: 175387.3344' East: 1301913.0552' Perimeter: 381.96' Area: 8150.46 Sq. Ft. Error Closure: 0.0047 Course: N63·56'43"W Error North: 0.00206 East: -0.00421 Precision 1: 81268.09 Name: ROW North: 175292.7547' East: 1301935.5396' Segment #1 : Line Course: N88"34'08"W length: 11.08' North: 175293.0314' East: 1301924.4631' Segment #2 : Curve length: 71.20' Radius: 48.00' Delta: 84"59'14" Tangent: 43.97' Chord: 71.20' Course: N46"04'31"W Course In: N1"25'52"E Course Out: S86"2S'06"W RP North: 17S341.0165' East: 1301925.6619' End North: 175338.0178' East: 1301877.7556' Segment #3 : Curve length: 65.65' Radius: 48.00' Delta: 78"21'34" Tangent: 39.12' Chord: 65.65' Course: N35"35'53"E Course In: N86"25'06"E Course Out: N15"13'20"W RP North: 175341.0165' East: 1301925.6619' End North: 175387.3324' East: 1301913.0588' Segment #4 : Curve length: 32.00' Radius: 25.00' Delta: 73"20'48" Tangent: 18.62' Chord: 29.86' Course: N38"06'16"E Course In: N1S"13'20"W Course Out: S88"34'08"E RP North: 175411.4552' East: 1301906.4947' End North: 175410.8309' East: 1301931.4870' Segment #5 : Line Course: N1"25'52"E North: 175434.3635' Segment #6 : Line Course: N1"25'52"E North: 175499.3432' Segment #7 : Line Course: N1"25'52"E North: 175564.3230' length: 23.54' East: 1301932.0749' length: 65.00' East: 1301933.6982' length: 65.00' East: 1301935.3216' Segment #8 : line Course: N1"2S'S2"E North: 175624.3043' 5egment #9 : line Course: N1°25'52"E North: 175684.2855' Segment #10 : line length: 60.00' East: 1301936.8201' length: 60.00' East: 1301938.3186' Course: N1"25'52"E length: 60.00' North: 175744.2668' East: 1301939.8171' Segment #11 : line Course: N1°25'52"E length: 78.15' North: 175822.3924' East: 1301941.7689' Segment #12 : line Course: N1°25'52"E length: 54.70' North: 175877.0754' East: 1301943.1350' Segment #13 : line Course: S89°59'25"E length: 7.00' North: 175877.0742' East: 1301950.1350' Segment #14 : line Course: Sl°25'52"W length: 584.51' North: 175292.7465' East: 1301935.5369' Perimeter: 1237.83' Area: 8187.88 5q. Ft. Error Closure: 0.0086 Course: S18°22'15"W Error North: -0.00819 East: -0.00272 Precision 1: 143933.72 Name: TRACT A Description: NGPE North: 175249.3669' Segment #1 : Line Course: N89'59'35"W North: 175249.4034' Segment #2 : Line Course: N14'26'13"E North: 175317.6675' Segment #3 : Curve East: 1301934.4556' Length: 301.61' East: 1301632.8456' Length: 70.49' East: 1301650.4198' Length: 563.99' Radius: 2103.46' Delta: 15'21'44" Tangent: 283.69' Chord: 562.30' Course: N5'45'47"E Course In: N76'33'21"W Course Out: N88'04'55"E RP North: 175806.7172' East: 1299604.6010' End North: 175877.1202' East: 1301706.8825' Segment #4 : Line Course: 589'59'25"E North: 175877.0801' Segment #5 : Line Course: 51'25'52"W North: 175822.3972' Segment #6 : Line Course: S76'29'19"W North: 175795.0568' Segment #7 : Line Course: 50'31'21"W North: 175747.0688' Segment #8 : Line Course: 50'31'21"W North: 175687.0613' Length: 236.26' East: 1301943.1425' Length: 54.70' East: 1301941.7763' Length: 117.02' East: 1301827.9950' Length: 47.99' East: 1301827.5574' Length: 60.01' East: 1301827.0101' Segment #9 : Line Course: SO"31'21"W Length: 60.01' North: 175627.0538' East: 1301826.4629' Segment #10 : Line Course: SO"31'21"W Length: 60.01' North: 175567.0463' East: 1301825.9157' Segment #11 : Line Course: SO"31'21"W Length: 65.01' North: 175502.0390' East: 1301825.3228' Segment #12 : Line Course: SO"31'21"W Length: 65.01' North: 175437.0317' East: 1301824.7300' Segment #13 : Line Course: SO"31'21"W Length: 99.45' North: 175337.5858' East: 1301823.8231' Segment #14 : Line Course: N89"33'28"E Length: 53.94' North: 175338.0022' East: 1301877.7615' Segment #15 : Curve Length: 71.20' Radius: 48.00' Delta: 84"59'14" Tangent: 43.97' Chord: 71.20' Course: S46"04'31"E Course In: N86"25'06"E RP North: 175341.0008' End North: 175293.0157' Course Out: S1"25'52"W East: 1301925.6677' East: 1301924.4689' Segment #16 : Line Course: S88"34'08"E North: 175292.7390' Length: 11.08' East: 1301935.5455' Segment #17 : Line Course: Sl°25'S2"W North: 175249.3526' length: 43.40' East: 1301934.4615' Perimeter: 1981.15' Area: 103441.87 Sq. Ft. Error Closure: 0.0155 Course: S22°3S'37"E Error North: -0.01431 East: 0.00595 Precision 1: 127818.06 ------------------------------ ADVISORY NOTES TO APPLICANT :LUA 14-000568 'Application Date: April 28, 2014 Name: Merlino Short Plat and lot consolidation , 'ENG -Final Short Plat Submittal Review Site Address: NOV 18 2016 ~~9.~~~·t-~~,,:.~·rt?!_Pi.!}i."'!;,._;.':{#·;i'f",;-. .;:::""·~~~;; ... ~J..r.~tt"ft~~,~~~~ i!:echnlcal,ServICllS.Comnients,ii;;,& ·:li.;>f~:._,;'l"i?"";'.!;;,:;i:,Contai:t:1.;manClaASkren '!l25;;430".7.369:, aaskfen@r~ntollwa.goy! , Declaration of CC&Rs Completed a quick review of the CC&Rs as submitted to check for items as related directly related to the City. The comments below are based on that review and may not reftect all changes necessary In the document. Page 1 references 2 tax parcels. but the property Is only one parcel. Page 6 refers to Sheet 4 of 4 of Short Plat. Cross hatching does not meet recording standards and was requesting Sheet 4 be removed from Short Plat recording. May need to adjust language to reflect the removal of that page. Note the City of Renion land use action number and land record number,LUA i<i "000568 and LN[) i00602, respeciively, on ihe final short plat submittal. The type size used for the land record number should be smaller than that used for the land use action number. Note said City aSSigned addresses on the final short plat drawing. Drainage Easement will require a sepearate easement that is recorded concurrently with the Short Plat. The legal deSCription exhibit should be prepared, stamped, dated and signed by the applicant's surveyor. The surveyor should also prepare the map exhibit. Sidewalk Easement will also require a sepearate easement that is recorded concurrently with the Short Plat. The legal deSCription exhibit should be prepared, stamped, dated and signed by the applicant's surveyor. The surveyor should also prepare the map exhibit. I Deed of Dedication for Right of Way reviewed with no comment. However, a REETA form will be required with the Deed of Dedication. Sheet 4 of 4 seems unnecessary for Short Plat Recording and also does not meet King County Recording Standards with the hatching as submitted. Legend on Sheet 3 of 4 calls out Found Rebar. Unable to see this symbol on the drawing If it is references a found rebar. The west bounda line a ears to be a non tan ent curve based on runnin the lat exterior. Please add a radial beari" on the curve. ~·~·.;;,~#:'.L..::::(.:~~~.,.'~K-;r,r:':'~i»,~i~'l~.-.~'\".J:;-~:-;;'~!,\ ·*:i-·'('~.":-~i··tt'.$7.t.C·* ·.,.:!~~~Etl.,.~·~~·.Ji'~'.t.!~~"ot=;i..'l·· . ,Englneerlrig Review Comments ;"",f.w¥·d':~;f.,,~,-,' ·.;t;~-~,":;;";:;\il.ll).C~ntaCt: '(Ian Jllian.l42~3O-,t216 I jlllian@rentonwa.goY'. Project Close Out 1. Utility Construction permit will need to be signed off and finaled by inspector Pat Miller. 2. Submittal of paper "asbuilts", Bill of Sale, Cost Data, original signed and notarized Easement documents, Deed of Dedication, three copies of of original signed REETA (Real Estate Excise Tax Affidav~) and a two year Maintenance Bond in the amount of 20% of the cost of all improvements the city will own and maintain as shown on the Cost Data. i'! Plat Comments . f\dd language in the CCRs reqardlng HOA maintaining the drainage vault for two years. See language I sent in an email. May need to be ifred a bit as the vault is not inside a tract. 2. Submit original signed and dated CCRs. 3. If separate easement documents are required please provide language and spacelline to insert recording numbers. 4. Add note or table from TIR on the short plat addressing individual lot flow control BMPs for Basic Dispersion or Reduced Impervious Surface Area Credit. BMP will be sized to mitigate 10% of the size of each lot and will be addressed under separate building permits. A separate Declaration of Covenant for Maintenance and Inspection of Flow Control BMP will be required to be submitted with each building ermit. Ran; July 07,2016 ~age 1 of2 " ADVISORY NOTES TO APPLICANT LUA 14-000568 ENG -Final Short Plat Submittal Review i~~~~~~~~~~~~ii~~~ Ran: July 07, 2016 Page 2 of 2 • • ATTACHMENT B MAYES TESTING ENGINEERS, INC. CONSTRUCTION SUMMARY LETTER DATED APRIL 23, 2014 REINFORCED SOIL SLOPE AT WSDOT EXCHANGE PROPERTY Icicle Creek Engineers 0864002/042314 r • MAYES TESTING ENGINEERS, INC. 5 April 23, 2014 1-405 Corridor Design Builders c/o Gary Merlino Construction Co., Inc. Attn: Charlie Oliver 9125 10th Avenue S. Seattle, WA 98108 Merlino Land Development Co., Inc. Attn: Brad Merlino 5050 1st Ave S, Suite 102 Seattle, WA 98134-2400 Re: WSDOT 1-405, 1-5 to SR169 Stage 2 Widening WSDOT Exchange Property Renton, WA Project No. T09082 • _0IIbI Zl22SCe:lrI/aloy_ ~110 L)"fJfoOCd. WA_ p,425.742l1l1D tlx425.7<45.1737 llIcanaOllbl 1awS. TIID11I~ ~E-2 T~WA_ P, :ISlSB4.3r.!D tlx2Sl5ll4.37ll7 RrdintOllbl 79111>e33d1lle ~11ll RJGErd, CR91211 p,!iJ3281.7515 tlx!iJ3281.7519 This is to inform you that special inspections were performed and completed by Mayes Testing Engineer's, Inc. for the construction of the Reinforced Soil Slope constructed on the WSDOT Exchange Property as part of the WSDOT 1-405, 1-5 to SR 169 Stage 2 Widening project in 2009. The inspections were documented on Mayes Testing Engineer's dally field reports and soli compaction test reports. Special inspection was provided for: • Reinforced Soli Slope 1. Geosynthetic Geogrid Reinforcement Placement 2. Soil Compaction Testing To the best of our knowledge, ali work inspected was either performed in accordance with or corrected to conform to the 1-405 Corridor Design Builder's Geotechnical Design Recommendations Memorandum dated 8/14109. We trust that this provides you with the information that you require. Should you have any questions, give us a call at (253) 584-3720. Sincerely, Mayes Testing Engineers, Inc. ~--»~ Michael S. Dolder, P.E. Vice President '" o o N , N , 00 ~ ~ "' ~ 00 ~ N c: -; '-' '" ~ 0; V! vom v I .. N ::' • ~~ ~~ ~~:,:,:~:~-- .""-,~.,,, ~.V9'llll ----~-123() --~. 23N. R. SE. w.Ni:--~-----:-_-SOU~~UND~5--------___ I ------------I-----~--~---------_L~II405_LINE __ _ I __ --".:::-'"-.. ' -.. :.- NOFITHSOIJNO 1-406-- ~---~-----------------------~----~~--r----1 __ -=--1230 -~-~ ~j -. -. -T~--~------------------T ______ .. ______ .. ___ _ NII405 LINE -'-------l'J ______ ~ _______ _ --------l-.____________ , , -------- ----- -=-~~ ;;; , -- ~~::> C ~. ~'7<;!";:c -. ....,..-..,...._._. DEStGN MANAGER: RFC -18 """",,CT 7624 ------------ ~----.::::-~ ~~ CEDAR AVE S ~ V Washington State Department of ------------- ------------ -""-- -200- --- LEGEND EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED NUWOR CONTOUR PROPOSED MINOR CONTOUR STREAMI \/VETlANO BUFFER ----wsoor ROW ///////// UMITED ACCESS --ClIT ---CUT LINE --F1lL---Fill LINE DITCH. SEE DRAINAGE PLANS T SLOPE ARROW 1. FOR DITCH PROFILES, SEE DRAINAGE PLAN AND PROFILES. 2. FOR SLOPE ROUNDING, SEE OL$4.02. :INFORCED SOIL SEE SHEET CG-O-04. FOR EXISTING UTILITIES, SEE U11UTY PLANS. --"-~---~ , __ "_C __ ,_. '-'-----_._._---- I I • 30 .. SCALE IN FEET 1-405 Figure 1 1-5 TO SR 169 STAGE 2 -WIDENING AND SR 515 INTERCHANGE - ~ ~ • • • \ l N il i ,Ii, I 1 ,]-\ ! ~ i Il\ I Jb ) " W I N \ \ \ \ \ \ il \ I " h I I \ \ I I ')! 1i ! I / ; I 1/ b ¢ ! ;' / I /' / ~ " '" I ",> ~ 'i /0 I fO I! w ~ a: <t C W (J o o () /~ N 'N I ( ! , I , 'i, ! i ,..' 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" , ' , ' I .,.. 0 I .1 235 230 225 220 215 210 205 200 195 190 185 180 175 170 165 160 155 150 145 140 135 130 125 120 11 s:' 165 160 155 150 145 140 135 130 125 120 115 11'0 11<f , 400390380370360350340330320310300290280270260250 240 230 220 21 0 200 190 180 170 160 150140130120110100 90 80 70 60 50 40 30 20 10 0 10 20 11 +00 ljf\CC\.\ S~\'.s\Jj fo..CJL ~c<\-'CV\ 50\\ \.)"'\\-G-eSc...(I(.I\io.., cj) @ ® 6) Akw ~;\\ Q'5\~\Ic..\ So~ \ ( (01 \\)V;\JW\ I ~n I ~ \1\ -\-0 V'\ ~ r \M.C\ -\-liM.. f\\)>/I\C~CA\ WC\St~ FIGURE 3: WSDOT Exchange Property Typical Section ,--------------------------- • • ATTACHMENT A 1-405 CORRIDOR DESIGN BUILDERS TECHNICAL MEMORANDUM DATED AUGUST 14, 2009 1-405 RENTON STAGE 2 DESIGN/BUILD PROJECT WSDOT EXCHANGE PROPERTY REINFORCED SOIL SLOPE GEOTECHNICAL DESIGN RECOMMENDATIONS MEMORANDUM Icicle Creek Engineers 0864002/042314 • • TECHNICAL MEMORANDUM 1-405 Renton Stage 2 Design/Build Project WSDOT Exchange Property Reinforced Soil Slope Geotechnical Design Recommendations Memorandum PREPARED FOR: PREPARED BY: REVIEWED BY: COPIES: DATE: Introduction 1-405 Corridor Design Builders (CDB) Roch Player/CDB Don Anderson/CDB Dave ]enkins/WSDOT Anthony Stirbys/WSDOT August 14, 2009 REV 0 This Geotechnical Design Recommendations Memorandum summarizes the geotechnical recommendations and design criteria for design and construction of a 1.5:1 (horizontal to vertical) Reinforced Soil Slope (RSS) required to construct the WSDOT Exchange Property fill, part of the 1-405 Renton Stage 2 Design/ Build Project. The RSS will support the west side of the WSDOT Exchange Property fill. The WSDOT Exchange Property fill is approximately 700 feet long and varies in height up to 90 feet from the toe to the top of the fill (see Figure 1). The RSS reinforcing begins at construction stationing approximately Station 10+35 and continues to Station 15+95 (It.). Attachment A contains the proposed RSS plans. Design of RSS system is in accordance with the requirements of the 2008 Washington State Department of Transportation Geotechnical Design Manual (WSDOT GDM) Section 15.5.6. This section specifies that design of primary reinforcement must be in accordance with FHWA Publication FHWA-NHI-00-043, "Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines," by Elias, et a!. (2001) and provides minimum WSDOT design criteria. These design criteria are summarized in this memorandum. RTNIRS2JXCHANGEPOPE RTY _RSS_OESI GNRECOMMENDA TlONS_REVO_OS1409.pOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS' COMPANY CONFIDENTIAL • • REVO Subsurface Conditions Geotechnical conditions for the WSDOT Exchange Property area were established on the basis of existing geotechnical explorations supplemented by 3 new explorations advanced by Icicle Creek Engineers in support of the Renton Stage 2 Project. The new boring logs were used with the existing site soil information to develop geotechnical parameters for analysis and design of RSS slope. Geotechnical Explorations The following exploration locations were used in the evaluation of the site conditions and in the creation of soil profiles beneath the RSS. The boring and test pit logs were also used to develop geotechnical parameters for analysis and design of the RSS. The source of the exploration information is summarized in Table 1. Figure 2 shows the approximate locations of the explorations. Figure 3 shows the interpreted typical subsurface. Copies of the exploration logs are included in Attachment B. TABLE 1: WSDOT EXCHANGE PROPERTY EXPLORATION LOCATIONS Exploration Location Type Source B-1 Boring Icicle Creek Engineers, Inc., 2005 B-2 Boring Icicle Creek Engineers, Inc., 2005 B-3 Boring Icicle Creek Engineers, Inc., 2005 TP-l Test pit Icicle Creek Engineers, Inc., 2005 TP-2 Test pit Icicle Creek Engineers, Inc., 2005 TP-3 Test pit Icicle Creek Engineers, Inc., 2005 TP-4 Test pit Icicle Creek Engineers, Inc., 2005 TP-5 Test pit Icicle Creek Engineers, Inc., 2005 TP-6 Test pit Icicle Creek Engineers, Inc., 2005 TP-7 Test pit Icicle Creek Engineers, Inc., 2005 TP-8 Test pit Icicle Creek Engineers, Inc., 2005 TP-12 Test pit Icicle Creek Engineers, Inc., 2005 TP-13 Test pit Icicle Creek Engineers, Inc., 2005 TP-14 Test pit Icicle Creek Engineers, Inc., 2005 TP-15 Test pit Icicle Creek Engineers, Inc., 2005 TP-16 Test pit Icicle Creek Engineers, Inc., 2005 515-4-06 Boring Geoengineers, 2007 CDB-6p-08 Boring Geoengineers, 2007 SRX-20-05 Boring Geoengineers, 2007 RTNIRS2 EXCHANGEPOPERTY _RSS_DESIGNRECOMMENDATIONS_REVO_081409.DOC -COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS' COMPANY CONFIDENTIAL • TABLE 1: WSDOT EXCHANGE PROPERTY EXPLORATION LOCATIONS Exploration Location Type 515-6-06 Boring 515-7-06 Boring • Source Geoengineers, 2007 Geoengineers, 2007 REVO B-5 B-l0 B-ll Boring Boring Boring Icicle Creek Engineers, Inc., 2009 Icicle Creek Engineers, Inc., 2009 Icicle Creek Engineers, Inc., 2009 Icicle Creek Engineers, Inc., "Report-Coal Mine Hazard Assessment and Preliminary Geotechnical Evaluation, Renton Hill Property, King County Parcel Nos. 2023059085 and 0007200194/196, Renton, Washington," June 10,2005. GeoEngineers, 2007, "Geotechnical Baseline Report 1-405/1-5 to SR 169 Stage 2 -Widening and SR 515 Interchange, Renton, Washington," September 7,2007. Icicle Creek Engineers, Inc., "Report, Geological Engineering Services, Coal Mine Hazard Assessment, WSDOT Property, Renton, Washington," May 11, 2009. Interpreted Geotechnical Conditions and Groundwater Location The existing WSDOT Exchange property is an undeveloped parcel of land located on the hillside between 1-405 and Cedar Avenue. Slopes vary from 5 to over 90 percent, with slope lengths varying from 25 to over 100 feet. The site elevation varies from approximately 140 feet to 230 feet. The general subsurface profile consists of colluvium/ fill overlying residual soils weathered from the Renton Formation overlying the Renton Formation. The colluvium/ fill/ residual soils are difficult to distinguish from each other and are considered as one unit for the analysis. The site is underlain by the Renton Formation sandstone bedrock. In the southwest portion of the site there are deposits of materials consisting of mine tailings and old municipal waste that are associated with the abandoned Renton Civic Dump site. The general characteristics of the predominant geologic units are as follows: o The colluvium/fill/residual soils vary from -1 foot to 10 feet thick over the site. These soils are generally medium dense and consist primarily of silty sand. o The tailings/ municipal waste thickness varies from a thin veneer to over 25 feet thick. These soils are loose to medium dense and contain a wide variety of materials including silt, sand, slag, ashes, glass, metal, debris, and other materials associated with municipal waste disposal. Mine tailings may also be incorporated in this material, either as cover soils, or as a result of previous mining activities that occurred in the same area. o The Renton Formation consists of weak sandstone bedrock with occasional siltstone layers and extends below the depth explored with borings at the site. Boring log information indicates that groundwater was found generally in the Renton Formation, below elevation 100 feet. RTNIRS2_EXCHAN GE PQPERTY _RSS_DE 81 GNRECOMMEN DA TIONS_REVO_O 81409.DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS' COMPANY CONFIDENTIAL 3 • • REV 0 Seismicity and Ground Motions The Renton Stage 2 Project is being designed in accordance with WSDOT's current seismic design requirements. These requirements include use of a design earthquake that has a 7 percent probability of exceedance in a 75-year exposure period. The seismic ground motions and liquefaction potential for this design earthquake are summarized below. Seismic Ground Motions Design peak ground acceleration (PGA) of 0.44g is used in analysis. This ground motion was determined using the AASHTO ground motions hazard map and a site coefficient for peak ground acceleration (F pg,) of 1.0 based on Site Class C site classification. Per the WSDOT GDM (2008), a horizontal pseudo-static acceleration coefficient, kh = 0.22 (F*PBA/2) was used in the global stability analysis. Use of this reduced seismic coefficient implies that several inches of permanent slope displacement is acceptable during the design seismic event. Liquefaction Potential Soils at the project site below the water table are the sandstone bedrock; therefore, liquefaction potential of site soils is very low. Surface water will be routed from the RSS and fill to prevent infiltration and possible ponding of water within the compacted fill layers and RSS. Geotechnical Design The design of RSS follows the steps outlined in Chapter 7 of FHW A Publication FHW A- NHI-00-043, "Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines," by Elias, et a!. (2001). General Design Considerations The general design considerations for this project are listed below. • Traffic Surcharge assumed equivalent to 2.0 feet of soil surcharge (surcharge unit weight = 125 pcf) = 125 pef x 2 feet = 250 psf. • Extensible (geosynthetic geogrid) reinforcement is to be used. • A wrapped face is not required because the slope is shallower than 1.2(H):1(V) (GDM, 2008). • Minimum length of reinforcing is 6 feet (GDM, 2008). • Primary reinforcing shall be vertically spaced at 3 feet or less (GDM, 2008). • Minimum long-term allowable strength of primary reinforcing = 1,250 lb/ft. RTNIRS2_EXCHANGEPOPERTY _RSS_DESIGNRECOMMENDATlONS_REVO_081409.DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS' COMPANY CONFIDENTIAL 4 • • REV 0 • Secondary reinforcing between layers of primary reinforcing shall be at a maximum vertical spacing of 1 foot (GDM, 2008). Secondary reinforcing shall not be included in the internal stability analysis of the RSS. • Minimum long-term allowable strength of secondary reinforcing; 115Ib/ in. • Backfill within the reinforced zone of the RSS shall consist of COl/llllon Borrow, meeting the requirements of WSDOT Standard Specifications Section 9-03.14(3), as modified in the Project Technical Specification drafted for the RSS. As follows: Sieve Size 3-inch No.4 No. 200 Geotechnical Material Properties Percent Passing 100 100 -20 0-35 The following properties were used in the design of the RSS: New Fill: • Unit weight; 130 pef • Internal angle of friction; 36 degrees • Cohesion (static case) ; 0 psf • Internal angle of friction (seismic case) ; 34 degrees • Apparent cohesion (seismic case) ; 200 psf Residual soil/ colluvium/fill: • Unit weight; 130 pef • Internal angle of friction; 36 degrees • Cohesion (static case) ; 0 psf • Apparent cohesion (seismic case) ; 200 psf Renton Formation: • Uniaxial compressive strength; 300 psi (43.2 ksf) • Geologic strength index (GSI) ; 40 • Intact rock constant (mi) for sandstone; 17 • Disturbance factor (D) for good quality excavation; 0.0 • Mohr-Coulomb fit (Hoek-Brown Criteria), internal angle of friction; 32 degrees • Mohr-Coulomb fit (Hoek-Brown Criteria), cohesion (seismic and static cases) ; 2100 psf Municipal Waste: • U nit weight; 115 pef • Internal angle of friction; 28 degrees • Cohesion (static case) ; 300 psf • Apparent c~hesion (seismic case) ; 300 psf RTNIRSUXCHANGEPOPERTY _RSS_OESIGNRE COMMEN OA TIONS_REVO_081409. OOC COPYRIGHT 2009 BY 1·405 CORRIDOR DESIGN BUILDERS' COMPANY CONFIDENTIAL • o REV ° Reinforcement Length Requirements Analyses were conducted at selected sections along the RSS to evaluate the minimum reinforcement lengths (Lmm) required to satisfy stability requirements. The analytical results were compared to GDM minimum acceptable criteria shown below. • Sliding FS;?:1.5 • Global Stability (outside of reinforced zone) FS;?:1.5 • Compound Failure (through face of RSS) FS;?:1.5 • Internal Slope Stability (through the reinforcing) FS;?:1.5 • Lateral Squeeze (bearing failure) FS;?:1.5 • Seismic Stability FS;?:1.1 The above factors of safety assume that structures (e.g., residences) will be constructed on the RSS fill in the future. For sliding, global stability, compound failure, internal stability, and seismic stability evaluations, the computer program SLIDE (Rocscience, 2008) was used. Lateral squeeze does not apply because the RSSis founded on competent bearing materials. To achieve the required FS, a geogrid with minimum long-term design strength of 1,250 lblft, coupled with the reinforcement lengths summarized in Table 2, is required. The length of reinforcing was generally controlled by a combination of static and seismic stability. The approximate station extents for the different Lmin are summarized in Table 2. All stations are based on a construction reference alignment CEDAR RW Une. For a given embankment location, all reinforcing lengths are constant for the entire embankment height. TABLE 2: REINFORCEMENT TABLE Beginning Ending Minimum Station Station Reinforcement Bottom Reinforcing Top Reinforcing Length (Lml") Elevation (It) Elevation (It) 10+35 10+75 25 200 Varies, max 220 10+75 11 +50 40 194 220 11+50 11 +75 40 182 220 11+75 12+50 50 172 222 12+50 13+00 45 172 222 13+00 13+75 40 176 222 13+75 14+50 40 172 224 14+50 15+45 40 172 226 15+45 15+95 40 172 Varies, max 226 RTNIRSUXCHANGEPOPERTY _RSS_OESIGNRECOMMENDATlONS_REVO_081409.DOC COPYRJGHT 2009 BY 1-405 CORRJDOR DESIGN BUILDERS· COMPANY CONFIDENTIAL 6 ,-----------------------_. _._------ • • REV 0 Settlement Due to the granular consistency and/ or heavily overconsolidated nature of the existing soils and bedrock, settlement is anticipated to be elastic in nature and is expected to occur during embankment construction. Construction Requirements The construction of the RSS and backfill require careful planning and construction control, including oversight by the project geotechnical engineer, to assure that the slope is constructed in such a manner that short-and long-term stability requirements are met. The following subsection summarizes key construction requirements. Specific requirements for construction of the RSS are included in the technical specification Reinforced Soil Slope, [.5:1 (Horizontal to Vertical) Slopes, included as Attachment C to this memorandum. Subgrade Preparation and Ground Improvement Before placement of fill or backfill for the RSS, all surface vegetation, topsoil, trash, construction debris, or other deleterious materials shall be removed from beneath the reinforced soil zone and properly disposed of offsite. Loose, soft, or wet material should also be removed and replaced with competent backfill. All sharp stone protrusions that could damage the reinforcing should also be removed. The subgrade within the footprint of the reinforced soil volume should be graded level as required for construction, proof rolled, and compacted to 95% of Standard Proctor Density (ASTM D698, AASHTO T99). Fill shall be keyed into the existing slope following Section 2- 03.3(14) "Hillside Terraces" of the Standard Specifications. Because of the variable nature of the site fill, field review and approval of the RSS subgrade and construction site preparation below the RSS by the project geotechnical engineer is required. Overexcavation may be required in areas where actual subgrade conditions do not meet the design recommendations. Depth and extent of overexcavation will be as directed by the geotechnical engineer. Fill and Backfill Requirements Backfill within the reinforced zone of the RSS shall consist of C0111111011 Borrow, meeting the requirements the RSS Project Technical Specification. The borrow source is expected to be the Renton Formation that is excavated to construct other project elements. The backfill material must be free of organics and other deleterious materials. The maximum particle size should be 3 inches. If wet-weather construction makes it difficult to achieve the required moisture and compaction density, Select Borrow (Section 9-03.14(2)) or Gravel Borrow (Section 9-03.14(1)) shall be used in lieu of COlllmon Borrow. Backfill in the reinforced zone shall be placed in loose lifts of maximum 12-inch thickness and compacted to 95% of maximum density in accordance with the requirements of Section 2-03.3(14)C, Method C, of the WSDOT Standard Specifications and the project-specific technical specification (see Attachment C). RTNIRSUXCHANGEPOPERTY _RSS_DESIGNRECOMMENDATIONS_REVO_OB1409.DOC COPYRIGHT 2009 BY 1·405 CORRIDOR DESIGN BUILDERS· COMPANY CONFIOENTIAL • • REV ° Backfill behind the reinforced zone shall be COII/II/OII Borrow in accordance with the requirements of Section 9-03.14(3) of the Standard Specifications, provided that the material can be compacted in accordance with the requirements of Sections 2-03.3(14)C and 2- 03.3(14)D of the Standard Specifications. If wet-weather construction makes it difficult to achieve the required moisture and compaction density, Select Borrow (Section 9-03.14(2)) or Gravel Borrow (Section 9-03.14(1)) may be used in lieu of COllllllon Borrow. Temporary Excavation Limited excavation may be required in order to construct the reinforced soil slope. Temporary excavations sloped to 1:1 should perform adequately during construction. If the Renton Formation bedrock is encountered in temporary excavations needed to place reinforcing grids, the lengths of the geogrid may be reduced, provided the project geotechnical engineer is notified in advance to verify subsurface conditions. In no case shall the reduced length of reinforcing be keyed into the Renton Formation less than 5 feet. Existing Utilities No known utilities cross beneath the proposed the RSS footprint. If any are encountered during construction, they should be brought to the attention of the project geotechnical engineer. In no case should the arrangement of slope reinforcing by modified to accommodate utilities without the approval of the project geotechnical engineer. Drainage and Erosion Control Temporary construction slopes shall direct water away from the RSS slope face to prevent erosion. The face of the RSS shall be stabilized following project temporary erosion and sediment control procedures and shall be planted with permanent vegetation in accordance with the project landscaping plans. References AASHTO (2002). Stalldard Specificatiolls for Highway Bridges, 17th Edition (2002) -Allowable Stress Desigll. American Association of State Highway and Transportation Officials, 2002. AASHTO (2007). AASHTO LRFD Bridge Desigll Specifications, Fourth Edition. American Association of State Highway and Transportation Officials, 2007. FHW A (2001). Mechallically Stabilized Earth Walls alld Reillforced Soil Slopes Desigll and COllstmctioll Guidelines. U.s. Department of Transportation, Federal Highway Administration. FHW A-NHI-00-043. March 2001. RocScience (2008). SLIDE Versio/1S.0 -User's Mallual. WSDOT (2008). Geotechllical Desigll Manual. Washington State Department of Transportation. WSDOT (2008). Standard Specificatiolls for Road, Bridge, and MUllicipal Constructioll. Washington State Department of Transportation. M41-10. RTNIRSUXCHANGEPOPERTY _RSS_DESIGNRECOMMENDATIONS_REVO_081409.DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS' COMPANY CONFIDENTIAL 8 • • • • .;", "; I:, I '1 :" l , -,.-- N Qi Q) u.. c: Q) TI g CI) .-~ o E .~ 0. 0. « I I I I I I z S 0.. w t:: Vl I- 2 w :. a. 9 w ~ o -' « i= 2 w 02 ViO wI- "'!!l 1-2 9" , '" "« 0:;: w _ "'2 20 01-",as a.", , ~ a. ~ o r '" o 2 ii! w ::;; o VICINITY MAP 2,000 Approximate Scale in Feet MERLINO SHORT PLAT -PROPOSED HOT RESIDENTIAL DEVELOPMENT RENTON , WASHINGTON 4,000 i cle Cree k Engineers, I 29335 NE 20th Street Carnation, Wash Ington 98014 142S) 333-0093 N • ATTACHMENT B SUPPLEMENTAL BORING LOGS Icicle Creek Engineers 0864001/042314 ~ ;1; ~ o .; Z -" u: Boring B-1 Approximate Ground Surface Elevation: 190 feet Description Forest duff, topsoil and roots (drill cuttings) Brown fine SAND with silt (loose, moist) (drill cuttings) occasional thin layers of carbonaceous shale grades to very dense U :E 0. l!~ el-' Ught-gray, fine-grained SANDSTONE (very dense, mo'istlr.~2'S1 (Renton formation) Brownish-gray , fine-grained SILTSTONE with thin of coal (Renton formation) Gray SILTSTONE (Renton formation) 0.0 ~E ~g ".0 a..:;:l oE o " E ~ ~,., _0 "0 elm "'u m-, 20 ~ 63 ~ 50/6" bi I of 3 Piezometer Installation· Ground Water Data Bentonite Surface ~~~~ ______ El~~~~~~~ Icicle Creek Engineers Boring Log -Figure A-2 Description Gray SILTSTONE (Renton formation) Gray SILTSTONE with thin layers of coal (Renton formation) Icicle Creek Engineers Boring B-1 0 0.0 V ~ :2 ~c _0 0.; 0. ~.o E 13 eg> o E .25 ~,., ~ 0 0-' O", IXlU "'-' Rock Rock Rock Rock Rock Rock Rock 2 of3 Piezometer Installation - Ground Water Data Boring Log -Figure A-2 -~ Boring B-1 -Page 3 of3 Gi Soil Profile I, Data i "."'f'"" '" 20 \~14;;O"u60-·;~0 Piezometer u- .5 u 0.0 ~g ii Installation· ~ Description :;: ~c a.; , C°nten Ground Water 0. ~.c E i'l ~g> o E 095 o{p~~cent, 0 10 Data " ~>-m 0 Cl (!) .... (!)(I) IIlU (I) .... f-80 Gray SILTSTONE with thin layers of coal ~.,- f-(Renton formation) ~: -II ;'::'.- ~ -"B-;'~kfili k 1 -~~- -85 Rock ~ ~ -~: -- ---~ -90 Rock ~--~-- -Gray SILTSTONE (Renton formation) ! .. b: _ .. - f-95 f--c ~ -rL • ~ - -· . ~-· . -100 .. .. .. ;; -.. ~-i -. Black COAL (Renton .. .. -Gray SILTSTONE (Renton formation) -· . '?~ - -Iv. ~ Boring completed 81 110 feet on May 4, 2005 -~:--::: ~---,; -110 =.i :;;--i:i; -~---?~ - -115 ~-,; -.., ::,; ;g- o_ -z ~-'" Sj-120 ;]-, " ""ym""" Icicle Creek Engineers Boring Log -Figure A-2 Boring B-2 Approximate Ground Surface Elevation: 190 feet Page I of 2 ;; : Profile p;~r~~~~1-6~ : • ~o " ~ Piezometer u. .5 0.0 .9!5 B Installation -u I!:!~ t Description :;: ~.o ~c a. .. .-cOnlOnt Ground Water 0. o E .25 E ~ .8'" Data " I!! 8' ~» c1l3 .0 I' 10' to 10 ~~ Cl (!) .... (!)(/) IDU FO Forest duff, topsoil and roots (drill cuttings) Bentonite ~r I-~ SM Surface I-Brown fine to medium SAND with silt and gravel ~J~ I~' -~ .. , ~I-(medium dense, mOist) 1 I-' . .- I-~f-~'.'" .:l f-s if.' l-f!'. .. ~I- l-f.' ... I-.1 - I-Black COAL (medium dense, moist) (Renton formation) _iIB-;'~kfiil (INTACT COAL -NO.3 COAL SEAM -NOT MINED) 1-10 ~ I- I-Rock 26 • l-I - I-~ 1 I-~I- _15 ~ -occasional thin layers of carbonaceous shale Rock 34 • :;: grades to dense '-0 ~ E-o '" -'. -~ -~ -20 Light gray fine-grained SANDSTONE (very dense, 50/5" ~ ,- (Renton formation) ~ Rock 0 -." ", E i l-I- I-~:" ~: l-., .. s; .. t5 1 - I-25 ~: ~ Rock 78/9" ~ I-k:l-i:c l- I-Gray SILTSTONE (Renton formation) .. 1-.. I-.. :5 I-30 Rock ~ ~I-.. I-.. ~ .. .. I-.. .. J - I-.. I-.. ~ ~I-I-35 Rock I-.. ~I-I-.. .. .. ~ I-.. f~l_ I-~. .. ~ ~ E 1-40 .. Rock 1[;, _ , I for explanalion of symbols Icicle Creek Engineers Boring Log -Figure A-3 :; Boring B-2 J Page 2 of2 ;; Soil Profile , Data ~6 140 ~o -·~o " ~ Piezometer "- .S 0 Q.E ~§ :f Installation - ~ Description :c ~E 0..:';::::; i , c;o~ent Ground Water Q. 5 E E 11 " I!! 8' ~,., .Ql$ ~ 0 :0 \' ~o~''':o Data 0 (!)...J (!)(J) <Dt) (J)...J 0 '" -40 Gray SILTSTONE (Renton formation) .- ~-· . '" · . ~-· . - k - } -~ - -45 Rock · . --- -Gray SILTSTONE with thin layers of coal --(Renton formation) II -50 Rock ~ Backfill .. L:~ :---- ! r-f~ r-~ ~- -55 Rock ::: t;, J: -~!-• E-~I-u '" -~ -~ ~,-~ -60 Rock Boring completed al60 feet on May 5, 2005 u -E i ----- -65 ------ -70 ------- -75 -- - ~ -- - ~ -80 - >~ " ... OA·' .. ,> Icicle Creek Engineers Boring Log -Figure A-3 -A , ;; " "- ,S ~ " 0 -0 --} ~ 1 ~ ~5 ~ ~ ~ ~ 1-10 l- I- f- ! f- ~15 ~ 1 ~ ~ ~ ~ ~20 i ~ ~ ~ ~ -25 - - l- I- I-30 ~ '" .. f- ~35 9~ ~~ 0 ~f- ~r- ~1-40 i Ground Surface Elevation: 200 feet Description Forest duff, topsoil and roots (drill cuttings) Brown silty fine SAND (medium dense, moist) drill action indicates gravel from 7 to 10 feet Boring B-3 , Profile SM SM Black COAL (medium dense, moist) (Renton formation) (INTACT COAL -NO, 3 COAL SEAM -NOT MINED) Rock 27"'~ occasional thin layers of carbonaceous shale Light gray fine-grained SANDSTONE (very dense, (Renton formation) Gray SILTSTONE (Renton formation) Rock 25 Rock 19 i fI Rock 51 ~ ~ P"'{..':;I' Rock Rock Rock Icicle Creek Engineers ~------------------ • 1--+-+--+-+--1 I. 4 • Page I of 2 Piezometer Installation - Ground Water Data Bentonite Surface I ~1- ~- ~,- Isoil"Benton;tel~,l - Backfill';" ITI- 1- 1- 0;'1_ ~j f: I- Ii,;' 1- Boring Log -Figure A-4 \ Boring B-3 \: .. ': . Page 2 of2 , i Soil Profile , Data p;~(~~~~f~~' • ~O "-Piezometer .5 <.l 0.'0 " c f Installation· ~ Description :E ~c a.g i o 'nr~~i"lo Ground Water 0. ".0 ~1l eo> e~ 0" Data " <!l.3 _0 Cl <!len CD() en .... ;0 ! r 40 Gray SILTSTONE (Renton formation) ,- r .. ! r . .I- i -''; - lX:J 1- -45 Rock ..J -1- --............ ........ __ ... -Brownish-gray SILTSTONE wilh thin layers of coal .. 1-(Renton formation) i - lX:J Backfill -50 Rock -- -"": --~ -- -55 Rock lX:J r~ j r ~ - r ~ f-~-~ r [Xl ~ r60 Rock Boring completed at 60 feel OIl May 6, 2005 [;- r r - f- f-- r65 r - r f-- f- r 70 - r f-- f- f-- -75 :€?--..,. ::;- 0 ~-- ~- E .. SO -, , i "" .,mOo" Icicle Creek Engineers Boring Log -Figure A-4 • • • Report Geotechnical Engineering Services Critical Areas Report Merlino Short Plat Proposed 7-Lot Residential Development Renton, Washington April 23, 2014 ICE File No. 0864-002 Prepared For: Merlino Land Development Co., Inc. Prepared By: Icicle Creek Engineers, Inc. EXHIBIT 6 RECEIVED APR 2 9 2014 CITY OF RENTON PLANNING DIVISION I C I C LEe RE E K ENGINEERS Geotechnical, Geologic and Environmental Services April 23, 2014 Merlino land Development Co., Inc. Attn: Gary Merlino 5050 1 nAve S, Suite 102 Seattle, Washington 98134-2400 1.0 INTRODUCTION Report Geotechnical Engineering Services Critical Areas Report Merlino Short Plat Proposed 7-lot Residential Development Renton, Washington ICE File No. 0864-002 This report summarizes the results of Icicle Creek Engineers' (ICE's) geotechnical engineering services for a Critical Areas Report related to our evaluation of the Merlino Short Plat (referred to as the Merlino Property in this report) 7-lot Residential Development located southwest of the intersection of South ]'h Street and Cedar Avenue South in Renton, Washington. The Merlino Property is shown relative to nearby physical features on the Vicinity Map, Figure 1. The general layout of the Merlino Property is shown on the Site Plan, Figure 2. Our services were completed in general accordance with our Proposal dated January 31, 2014 and were authorized in writing by Gary Merlino of the Merlino land Development Co., Inc. (MlDC) on January 31, 2014. 2.0 SCOPE OF SERVICES The purpose of our services was to review available geologic and geotechnical information and complete a site visit as a basis for evaluating Critical Areas (Geologic Hazards) consistent with the City of Renton Municipal Code (RMC) 4-3-050 (Critical Areas Regulations). Our evaluation of Critical Areas provides recommendations for mitigation, as appropriate, for these areas. Specifically, our services included the following: • Review readily available information concerning project site topography, geology, soil conditions and other relevant site characteristics. Published materials include geologic maps prepared by the US Geological Survey and the Washington State Department of Natural Resources, and geotechnical reports prepared for the 1-405 widening project. • Complete a geologic reconnaissance of the property, with particular emphasis on Steep Slope (Protected Slope) areas. • Evaluate the presence of Geologic Hazards including Steep Slopes (Protected and Sensitive Slopes), Coal Mine Hazards, landslide Hazards, Erosion Hazards, Seismic Hazards, and Volcanic Hazards, as defined by the RMC. 29335 NE 20th Street • ca rnation. Washington 98014 • www.iciclecreekengineers.com • (425) 333-0093 phone • (425) 996-4036 fa: Merlino Land Developmelo., Inc. Attn: Gary Merlino April 23, 2014 Page 2 • • Provide recommendations for the width(s) of a building setback from the top edge of the Protected Slope area, as appropriate. • Provide recommendations for the mitigation for design of structures in Geologic Hazard areas (primarily Protected Slope), as appropriate. • Evaluate risk associated with Geologic Hazards and the proposed development pursuant to RMC 4- 3-050J.2 3.0 BACKGROUND INFORMATION ICE previously completed coal mine hazard assessments of the subject property for a previous property owner, GWC, Inc. (GWC); the results of those assessments are presented in our reports dated January 17, 2005 and June 10, 2005. Those reports included what is currently the Merlino Property as well as additional property that GWC owned to the east and south of the southerly part of what is currently the Merlino Property. ICE also completed a hydrogeologic report for GWC dated March 24, 2006 and a geotechnical report for GWC dated September 30, 2005. In addition, ICE completed a coal mine hazard assessment of the Merlino Property; the results of that assessment are summarized in our report dated April 23, 2014. We understand that, subsequent to the reports we prepared in 2005 and 2006, GWC sold the portion of the GWC property that lies between Cedar Avenue South (and its southerly extension) and Interstate 405 (1-405) to the Washington State Department of Transportation (WSDOT) because preliminary plans for 1-405 widening indicated encroachment into this property depending on final 1-405 roadway configuration and the need for slope support measures. Thereafter, as part of the 1-405 widening project, WSDOT's design-build team for the 1-405 widening project, 1-405 Corridor Design Builders (CDB), placed excess soil that was excavated from an adjacent portion of the 1-405 project onto what is now the Merlino Property (property that at the time was owned by WSDOT). The fill was designed as a Reinforced Soil Slope (R5S -the RSS is referred to as the "Engineered Fill" in the remainder of this report) by CDB (with CDB joint venturer CH2M Hill providing the 1-405 project's geotechnical engineering). David Halinen, attorney for MLDC, forwarded to ICE a copy of the CDB report entitled Technical Memorandum, 1-405 Renton Stage 2 Design/Build Project, WSDOT Exchange Property Reinforced Soil Slope, Geotechnical Design Recommendations Memorandum, dated August 14, 2009, a technical memorandum that was prepared specifically for that Engineered Fill. That technical memorandum is attached to this report (Attachment A). Page 6 of the CDB Technical Memorandum states an assumption that "structures (e.g., residences) will be constructed on the Engineered Fill in the future" and noted that the factors of safety (FOS) used in the CDB Technical Memorandum were based on that assumption. For that purpose, CDB evaluated the stability of the Engineered Fill for sliding, global stability, compound failure, internal stability, and seismic stability. The final design of the Engineered Fill required a minimum FOS of at least 1.5 for all the factors evaluated. Mr. Halinen also arranged for ICE to review electronic copies of construction monitoring reports that were obtained by Chad Webley of Gary Merlino Construction Co., Inc. Based on our review of the construction monitoring reports, the construction monitoring was completed on a full-time basis by Mayes Testing Engineers, Inc. (Mayes) of Tacoma, Washington. We reviewed 39 Daily Field Reports (DFRs) that were prepared by Mayes dating from August 22 through October 19, 2009. Field density tests (FDTs) are included with 34 of the DFRs. Based on our review of the FDTs, a total of 109 in-situ field tests using a nuclear densometer were completed by Dan Quelhl of Mayes. It appears that T. Icicle Creek Engineers 0864002/042314 Merlino Land Developme_o., Inc. Attn: Gary Merlino April 23, 2014 Page 3 • Bergstorm and Tom Robinson of Mayes filled-in for Mr. Quehl on at least three days. According to the FDT summary sheets, the fill that was placed on each specified day "meets compaction specifications" and/or "generally meets specifications as indicated by the test numbers." Based on our review of the DFRs, Mayes was also checking to "assure that the proper type of Geogrid reinforcing was being used and was not damaged; assure the minimum embedment depth was attained according to approved plans & specs; and check that Geogrid was attached together with the subcontractor using twist ties" at the appropriate spacing. Mayes submitted a construction summary letter dated April 23, 2014 (signed and stamped by Michael S. Dolder, PEl for the Engineered Fill construction monitoring; that letter is included in this report as Attachment B. The Mayes summary letter states that "all work inspected was either (1) performed in accordance with or (2) corrected to conform to the 1-405 Corridor Design Builder's Geotechnical Design Recommendations Memorandum dated 8/14/09." Based on information in the DFRs, it appears that the Engineered Fill mass was substantially completed by October 12, 2009. Based on (1) five Mayes DFRs that were completed after October 12, 2009 and (2) review of 108 date-stamped photographs from October 7 through November 3, 2009, final grading, cutting in and establishing ditchlines, and placement of erosion control fabric on slopes was being completed during that time period. In ICE's June 2005 coal mine hazard assessment completed for GWC (an assessment that included 12 test pits and three test borings in the area of what is now the Merlino Property), we concluded that a "High Coal Mine Hazard Area" as defined in the RMC exists at the south end of Cedar Avenue South. Additional subsurface evaluation (seven test borings completed during 2009 and used for our current coal mine hazard assessment for the Merlino Property) targeted the High Coal Mine Hazard Area at the south end of Cedar Avenue South consistent with RMC 4-3-050J.1 (Geologic Hazards--Applicability) and RMC 4-3-050J.2 (Geologic Hazards--Special Studies Required). 4.0 PROJECT DESCRIPTION We understand that Core Design, Inc. has prepared a conceptual development plan of the Merlino Property dated March 19, 2014 that includes seven residential lots that are proposed to abut Cedar Avenue South's west edge. The lots are positioned within the level, upper area (plateau) of the Engineered Fill. The west edge of all of the proposed lots is approximately located at the crest of the Engineered Fill. As part of the conceptual development plan, Cedar Avenue South is proposed to be widened along its west edge, with the widening to include construction of a cul-de-sac bulb at the south end. To construct the cul-de-sac bulb, a "sliver fill" and retaining wall up to about 6-feet thick/high will be required as shown on Figure 2. The sliver fill is to consist of a tapered thickness of soil fill (up to 6- feet thick) along the downhill side of the cul-de-sac where additional space is needed to provide the required radius for the cul-de-sac. An underground concrete stormwater vault is planned within the cul- de-sac bulb area. Water discharge from the storm water vault will be to an existing rock-lined ditch that runs parallel to and along the north edge of a portion of the existing WSDOT gravel access road that extends toward WSDOT's stream mitigation area on State-owned property to the south of the Merlino Property. 5.0 REGULATORY ISSUES 5.1 GENERAL Based on regional Critical Areas mapping by the City of Renton (City of Renton Map Gallery -Sensitive Areas) the Merlino Property contains Geologic Hazards including Steep Slopes (Protected and Sensitive Icicle Creek Engineers 0864002/042314 Merlino Land Developmelo., Inc. Attn: Gary Merlino April 23, 2014 Page 4 • Slopes -08/13/12)), Coal Mine Hazards (08/07/12), Landslide Hazards (08/12/12) and Erosion Hazards (08/13/12). No Seismic Hazards (RMC 4-3-0S0J.1.d) or Volcanic Hazards (RMC 4-11-220; USGS, 1998, Volcano Hazards from Mount Rainier, Washington, Open-File Report 98-428)are present within the Merlino Property based on the cited references. According to RMC 4-3-050J.2, special geotechnical studies by qualified professionals are required to be prepared when Geologic Hazards are present on a site. 5.2 STEEP SLOPES 5.2.1 Protected Slopes RMC 4-11-190 defines "Protected Slopes" as follows: "A hillside, or portion thereof, with on average slope, as identified in the City of Renton Steep Slope Atlas or in a method approved by the City, of forty percent {40%} or greater grade and having a minimum vertical rise of fifteen feet {15 feet}." Protected Slopes within the Merlino Property are currently present as shown on Figure 2. According to RMC 4-3-050J.5.a, generally "Development is prahibited on protected slopes." However, an exception to the prohibition may be granted by the City of Renton under various subsections of RMC 4- 3-050J.5, including RMC 4-3-050J.5.d, which is a subsection that states: d. Exceptions through Waiver: Exceptions to the prohibition may be granted for instollation of public utilities which are needed to protect slope stability, and public road widening where all the following provisions have been demonstrated: i. The utility or road improvement is consistent with the Renton Comprehensive Plan, adopted utility plans, and the Transportation Improvement Pragram where applicable. ii. Alternative locations have been determined to be economically or functionally infeasible. iii. A geotechnical evaluation indicates that the praposal will not increase the risk of occurrence of a geologic hazard, and measures are identified to eliminate or reduce risks. iv. The plan for the improvement is based on consideration of the best available science as described in WAC 365-195-905; or where there is an absence of valid scientific information, the steps in RMC 4-9-250F are followed. Subsection L (Top and Toe Setbacks) of RMC 4-4-060 (Grading, Excavation and Mining Regulations) addresses setbacks from the top and toe of cut and fill slopes. Subsection L states: 1. Setbacks -Minimum: The tops and toes of cut and fill slopes shall be set back from setback lines as for as necessary to preserve the setback for the safety and benefit of adjacent properties, the adequacy of foundations, and to prevent damage as a result of water runoff or erosion of the slopes. Setbacks shall be no less than the following: a. Tops of Slopes: Distance to the setback line for the top of slopes shall be a minimum of ten feet {10'}. Icicle Creek Engineers 0864002/042314 - -------------------- Merlino Land Developmlco., Inc. Attn: Gary Merlino April 23, 2014 Page 5 • b. Structures: Distance to structures, if any structures on the site shall be as follows: Slope Height Top Toe Less than 11' 5' 3' 11-30.9' 7' Height/2' 31' and over 10' 15' (Ord. 5526,2-1-2010) 5.2.1 Sensitive Slopes RMC 4-11-190 defines "Sensitive Slopes" as follows: "A hillside, or portion thereof, characterized by: (1) an average slope, as identified in the City of Renton Steep Slope Atlas or in a method approved by the City, of twenty five percent (25%) to less than forty percent (40%); or (2) an average slope, as identified in the City of Renton Steep Slope Atlas or in a method appraved by the City, of forty percent (40%) or greater with a vertical rise of less than fifteen feet (15'), abutting an average slope, as identified in the City af Renton Steep Slape Atlas or in a method approved by the City, of twenty five percent (25%) to forty percent (40%). This definition excludes engineered retaining walls. Sensitive Slopes occurred over much of the Merlino Property prior to placement of the Engineered Fill. However, because of the Engineered Fill, no Sensitive Slopes currently exist within the Merlino Property. 5.3 COAL MINE HAZARDS High and low Coal Mine Hazards exist within the Merlino Property according to Critical Areas mapping by the City of Renton (Map Gallery -Sensitive Areas) and previous studies of the Merlino Property and adjacent areas by ICE. Coal Mine Hazards are addressed in a separate ICE report dated April 23, 2014. 5.4 LANDSLIDE HAZARDS Prior to placement of the Engineered Fill, the Merlino Property was within a Moderate landslide Hazard area according to regional Critical Areas mapping by the City of Renton (Map Gallery -Sensitive Areas). Because of the Engineered Fill, the designation of a Moderate Landslide Hazard area should be removed for the Merlino Property. 5.5 EROSION HAZARDS Prior to placement of the Engineered Fill, the Merlino Property was within an Erosion Hazard area according to regional Critical Areas mapping by the City of Renton (Map Gallery -Sensitive Areas). During a recent phone discussion with Steve lee, Development Engineering Manager of the City of Renton's Community & Economic Development Department's Planning Division, Mr. Lee advised that the Erosion Hazard area designation on the Merlino Property now applies to the slope created by the Engineered Fill. This is reflected on Figure 2. 5.6 SEISMIC AND VOLCANIC HAZARDS No Seismic or Volcanic hazards have been regionally mapped by the City of Renton (Map Gallery - Sensitive Areas) or field identified by ICE within the Merlino Property. 6.0 GEOLOGIC SETIING The surficial geology at the site prior to the placement of the Engineered Fill was mapped by the US Geological Survey (USGS -D. R. Mullineaux, 1965, "Geologic Map of the Renton Quadrangle, King Icicle Creek Engineers 0864002/042314 Merlino land Developmelo., Inc. Attn: Gary Merlino April 23, 2014 Page 6 • County, Washington," Geologic Quadrangle Map GQ-405) as "undifferentiated glacial sediments" underlain by "Renton Formation" bedrock. Undifferentiated glacial sediments are described by the USGS as consisting of layers of glacial till (ice-deposited silty sand with gravel), glacial outwash (stream- deposited sand and gravel), glaciolacustrine deposits (lake-deposited clay and sand), and nonglacial sand and clay. Renton Formation bedrock is described by the USGS as interbedded (layered) sedimentary rock consisting of sandstone, siltstone, shale, claystone, carbonaceous shale and coal beds. Structurally, the bedrock has been uplifted, folded and faulted over time. This structural deformation of the bedrock has caused the "bedding" of the rock to be tilted about 10 to 14 degrees down to the east in the Merlino Property area. 7.0 SITE CONDITIONS 7.1 SURFACE CONDITIONS Surface reconnaissance of the Merlino Property was completed by Brian Beaman of ICE on April 27, 2009 and again on February 2, 2014. The Merlino Property is located on a west-facing hillside overlooking the City of Renton and is bordered by Cedar Avenue South to the east, the Cedar Crest Condominiums to the north, 1-405 to the west, and undeveloped WSDOT-owned forest land and a Puget Sound Energy (PSE) transmission line easement to the south. Before placement of the Engineered Fill, the portion of the subject property immediately west of Cedar Avenue South was characterized by a steep (60 percent grade) road embankment long-a go-created for Cedar Avenue South, an embankment that was about 5-to is-feet high and that transitioned to a natural slope inclined downward to the west at about a 20 to 30 percent grade. The natural slope flattened gradually to the west. Mine Rock Fill (Coal Spoils) consisting of broken rock and coal fines were observed during our 2005 field reconnaissance and in Test Pits TP-8, TP-14 and TP-16 that were completed for our 2005 study for GWc. Presently, the Engineered Fill has created a nearly-level plateau area that ranges from about 112 feet to 122 feet east-west abutting the west edge of Cedar Avenue South. This plateau area is where the seven residential lots are planned. From the west edge of the plateau, a slope that ICE field-measured as being about 30 degrees (about 1.75H:1V -horizontal to vertical) extends down to the west toward the 1-405 right-of-way. The plateau area is vegetated with grass. The bordering slope to the north, west and south of the plateau area (the Engineered Fill slope) is generally vegetated with Douglas-fir trees that are about 8-feet high and shrubs. No surface water was observed within the Merlino Property at the time of our 2009 and 2014 site reconnaissance efforts; these efforts included observation of the ground surface before and after the placement of the Engineered Fill. No surface evidence of landsliding was observed within the Merlino Property at the time of our 2009 and 2014 site reconnaissance efforts. 7.2 ABANDONED UNDERGROUND COAL MINES As previously described, abandoned underground coal mines and related coal mine hazards at the Merlino Property are described in a separate Coal Mine Hazard Assessment report by ICE dated April 23, 2014. This report does not duplicate the description of the abandoned coal mines and coal mine hazards set forth in the separate Coal Mine Hazard Assessment report or the results of subsurface explorations (test pits and test borings) that were set forth in reports completed in 2005 and 2009. Icicle Creek Engineers 0864002/042314 ,---------------- - ------------------------------------------ Merlino Land Developml Co., Inc. Attn: Gary Merlino April 23, 2014 Page 7 • However, site data from those reports was used to supplement our understanding of the site subsurface conditions and was used, in part, as a basis for some of the conclusions in this report. 8.0 CONCLUSIONS AND RECOMMENDATIONS 8.1 GENERAL As previously noted, page 6 of the CDB 2009 Technical Memorandum indicated that the Engineered Fill was designed such that residences could be constructed on this fill. CH2M Hill evaluated the stability of the Engineered Fill for sliding, global stability, compound failure, internal stability, and seismic stability. The final design of the Engineered Fill slope required a minimum factor of safety (FOS) of at least 1.5 for all the factors evaluated. 8.2 STEEP SLOPES 8.2.1 Protected Slopes 8.2.1.1 Engineered Fill Slope Most of the Engineered Fill slope that borders the plateau area of the Merlino Property is a Protected Slope according our site observations and the City'S Protected Slope definition in RMC 4-11-190. In view of both (1) above-quoted subsection L (Top and Toe Setbacks) of RMC 4-4-060 (Grading, Excavation and Mining Regulations) and (2) our overall assessment of the Engineered Fill, we recommend (a) a building setback of 25 feet from the Engineered Protected Slope area along the west side of all seven of the proposed lots, (b) a building setback of 10 feet from the portion of the Engineered Fill slope area to the north of Lot 1, and (c) a building setback of 10 feet from the portion of the Engineered Fill slope area to the south of Lot 7, as shown on Figure 2. Our above-stated setback distance recommendations are contingent on vegetation in the Protected Slope areas (other than in the general area of the above-noted proposed sliver fill and/or retaining wall to the south and southwest of the southwest edge of the cul-de-sac) not being cut down or otherwise removed. ICE should be contacted to review tree removal plans if selected trees are to be cut down or otherwise removed from the Protected Slope area (other than in the specific area described above for the proposed sliver fill and retaining wall). We recommend that the west edge of the plateau at the crest of the Engineered Slope be slightly bermed/graded to prevent surface water runoff onto the slope from the plateau. Roof downspout drains and footing drains should discharge to a tightline system that discharges away from the Engineered Slope. 8.2.1.2 Protected Slope -Cedar Avenue South In our opinion, the portion(s) of the sliver fill and/or retaining wall proposed to be installed within the Protected Slope area to the south and southwest of the proposed cul-de-sac at the south end of Cedar Avenue South should be approved by the City pursuant to an "exception through waiver" under RMC 4- 3-050J.5.d, provided the following design and construction practices are followed in regard to the sliver fill and retaining wall: • The surface of the applicable portion of the Engineered Fill should be stripped of topsoil and sod, with care taken to not damage the reinforcement fabric in the Engineered Fill. • An Ecology block or similar (gravity-type) retaining wall should be used along the south side of the sliver fill where the wall height exceeds 2.5 feet, otherwise a rockery or modular block wall may be Icicle Creek Engineers 0864002/042314 Merlino Land Developmetpo., Inc. Attn: Gary Merlino April 23, 2014 Page 8 • used. Ecology blocks and Ultra Blocks are typically about 2.5-to 3-feet high and 5-or 6-feet long. ICE can provide design criteria for a gravity-type retaining wall system, if requested. • The proposed retaining wall system, once the final design is known, should be evaluated by ICE for overall stability. • Proper surface and subsurface drainage should be installed to reduce the potential for accumulation of ground water and to reduce the risk of erosion. • New fill should be compacted as Structural Fill. Structural Fill should be compacted to at least 95 percent of the maximum dry density obtained using ASTM Test Method D 1557. • Construction of the retaining wall and fills should be completed during an extended period of dry weather. • ICE should be retained to review the construction plan for the cul-de-sac at the south end of Cedar Avenue South once the design details are available. • ICE should be retained to observe and document the construction of the retaining wall and placement of Structural Fill for the retaining wall at the south end of Cedar Avenue South. 8.2.2 Sensitive Slopes As previously described, all Sensitive Slope areas within the Merlino Property have been eliminated by the Engineered Fill. No recommendations for mitigation are needed. 8.3 COAL MINE HA2ARDS High and Low Coal Mine Hazards exist within portions of the Merlino Property. Coal Mine Hazards are addressed in a separate ICE report dated April 23, 2014. 8.4 LANDSLIDE HA2ARDS The designation of a Moderate Landslide Hazard area should be removed because the Engineered Fill has mitigated this hazard designation. No recommendations for mitigation are needed. 8.5 EROSION HAZARDS As described above, the Erosion Hazard area designation applies to the slope created by the Engineered Fill as shown on Figure 2. Except as noted in the next paragraph, the Engineered Slope will not be disturbed by the development process. For this reason, no special erosion control measures are required other than assuring that the no stormwater runoff is allowed to flow to the slope area (other than the planned discharge from the proposed stormwater detention vault into the existing rock-lined ditch that runs parallel to and along the north edge of the existing gravel access road. We recommend that Core Design evaluate planned flow from the stormwater vault and the ability of the existing rock- lined ditch to accommodate this flow. Construction of the cul-de-sac bulb area will require disturbance of (1) the portion of the Erosion Hazard area underlying part of the southwesterly quadrant of the proposed cul-de-sac bulb and (2) the abutting sliver fill area. Proper temporary erosion and sediment control measures in accordance with local regulations should be provided within the project plans for these areas. 8.6 SEISMIC AND VOLCANIC HAZARDS No Seismic or Volcanic Hazards have been regionally mapped by the City of Renton or field identified by ICE within the Merlino Property. Thus, no recommendations for mitigation are needed. Icicle Creek Engineers 0864002/042314 Merlino Land Developmelo., Inc. Attn: Gary Merlino April 23, 2014 Page 9 9.0 RISK EVALUATION • 9.1 COMMENTS RELATING TO SUBSECTIONS (iii) AND (iv) OF RMC 4-3-0S0J.S.d The above-stated design and construction practices are recommended to reduce risks. If these design and construction practices are implemented, in our opinion the proposal to modify the Engineered Slope in the area near the cul-de-sac with a sliver fill and retaining wall should not increase the risk of slope failure to an unacceptable level (FOS less than 1.5). In addition, the planned sliver fill and retaining wall improvement within the Protected Slope in the cul-de-sac bulb area is being designed using locally accepted current standards of engineering practice ("best available science" as described in WAC 365-195-905). 9.2 COMMENTS RELATING TO RMC 4-3-050J.2 Consistent with RMC 4-3-050J.2, (1) the project should not increase the risk of Geologic Hazards to adjacent or abutting properties beyond pre-development conditions, (2) the project should not adversely impact other Geologic Hazards, and (3) the development can be safely accommodated on the site with careful planning by the design team. 10.0 USE OF THIS REPORT We have prepared this report for use by Merlino Land Development Co., Inc. The data and report should be used for land use planning, but our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. There are probable variations in subsurface conditions between the explorations completed for other studies; variation in subsurface conditions also may occur over time. A contingency for unanticipated conditions should be included in the short plat infrastructure's construction budget and schedule. During construction, sufficient observation, testing and consultation by our firm should be provided to (1) evaluate whether the conditions encountered are consistent with those indicated by the explorations, (2) provide recommendations for design changes if the conditions encountered during construction differ from those anticipated, and (3) evaluate whether earthwork activities comply with contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. ******************* Icicle Creek Engineers 0864002/042314 Merlino Land Developme'co., Inc. Attn: Gary Merlino April 23, 2014 Page 10 • We trust this information meets your present needs. If you have any questions or if we can be of further assistance to you, please call. Yours very truly, Icicle Creek Engineers, Inc. Brian R. Beaman, PE, LEG, LHG Principal Engineer/Geologist/Hydrogeologist L!!~~~!2...J'="IIS· to -3£;. 'il ~rai:) k. 1(~ Kathy ~ Killman, LEG Document 10: 0864002.REP Attachments: Vicinity Map -Figure 1 Site Plan -Figure 2 Principal Engineering Geologist Attachment A -1·405 COS Technical Memorandum, August 14, 2009 Attachment B -Mayes Testing Engineers, Inc. Construction Summary Letter, April 23, 2014 Submitted via surface mail (three original copies) cc: David Halinen, Halinen law (email as pdf, surface mail-one original copy) Icicle Creek Engineers 0864002/042314 I m ~."">' ~~ ~ ~ ~~ :::;::::.. '---' ::::---:: ~ ~ ~ .~~ --•• ~~ '-'-1230 -----:-:--T 23N R 5E W M-------- . " -:-:-'-E:406~c ----______ ~-----j.----~-_=___.,. . . . '-___ SOUTH~()UND_,1-405 .. < ..... ,,,, '. I=-~--~-----______ ---------~----~----~--~~~~-~.-.-.~---- ==-1-406-----_ 1230 ----___ ----~~~~~~:: ... ---~~ ----.~-=+-~--.-._----._-----._--- ~ ---_ ·---...L...·_tiB405 LINE -----__ ---------.-'-.. ---. ---~ -'01:) ':-::: .. :.-::.-------------_ .. ".::.-------------- ~ --- ,,' I 'X_ ~-. __ _ _~ "" -.~ -~-p~ ':::J '~ "~ _..- L-__ _ "-.........:: ~ --cr=-:; -y. '///fv ..... / J I l ( I \--x-~X--L__ __ --~~~~=~:~~~:;~~~r---:2§-~--;== X_~_:_ %2 '~~ ~,~~,-1 (I ~~«--.... "'" l ", J _~r--'-0-' 'li''';;;::'-OF-FOrWlT!ll!L . .--~ / ~ ____ _____ ~ x, ~ I ~""«--"""" -~ _~"', , /' /WSDOT RIGHTCOF-WAY.._____ ~ /" .--' ______ _____ ~ _ -........... ~ '~~ -= ~-/' /NOT~ .. TO-EXCEEO............-.__ ,-to ~ ~ ~.wz ~' _ /SDC(6)FEET-IN-HEIGHT-::::~f5iJ f$(, ) :-. ~_4!i~ ~ANJ~~~t:TBN~~~='S:=:::~~~ ~~ -/, ~ ~ ;;-..;;: ~~4<£'S; r--~~ :::.::.-:..-::. . .,~,..--:..----~-.. :=.;:v=_ / /.-¥~~~ _--~§]~~'" -~-.::'2-r ~~"'"""~~ ''"::-' '" j~~""~w",,~,_ ~ ttt~ J~ " ,,~1SO:;;;: ~~E;;:-/ ~ ~Uf~ --_~ / ~ -.----/J " ~:;;;1i~o ~:---/-70. ~ ~~~~~-::-~~~-:~(jr';,;Z~ 2W~ _~, ~ ~~~:;~~~w':W(~~~~~-'"U~=~U/.U~~.u~~,~ ::;c: ~ ---~-~/--=--:5-C--~__ ~:' ';.,~----_ ._ '---...-...; .. -----=_-;'._ ' LEGEND ,,--110 ~ ~ ___ _. _ _ /::C-~..:a5lJ. ___ --........ ---'--I-I-~ :.o.:.~~ n--~ -100-EXISTING MAJOR CONTOUR m:::;~=-70>.~ = --p' . -. " ----------------~. ~",~--_ .... ~~ '." ~ ~~-.--_ --~-------'\. EXISTING MINOR CONTOUR ~',"'-l'1 .~ ~'::;; --~-,sO ----~.!!" ;= --. ""-..: --" ............ ' ,...... ~_._ ;;..---";. .... 7"'::-_ .... -.,? .---:: -S\~---1110 __ -200-PROPOSED MAJOR CONTOUR -.1~ -----.--.19O_? -_ -~ I' ~\ r-.::: § ~ PROPOSED MINOR CONTOUR -~-= _2§=~-= ? = _ _ _~_--=-"::--=200_J~ ~ 4~ ~"ca7~ __ '':'~~ STREAMIWETIAND BUFFER . _= _______ ... . .. _-~\\:, ~/ ~ WSooT ROW ///////// UMITED ACCESS , '=;::: / 2 = -?T" CUT ClIT UNE AU. FILL UNE It :;'\ -EDAR-RW SLOPE ARROW ? DITCH, SEE DRAINAGE PLANS T g NOTES: ~ FOR DITCH PROFILES, SEE DRAINAGE ~ PLAN AND PROFILES , co FOR SLOPE ROUNDING, SEE DLS-O-{l2 ~ FOR REINFORCED SOIL SLOPE DETAILS, "' ~ .. ---~=--w ~ N _ _ ._._.__ CEDAR AVE S --- - -...... -7 -- ---'-'-_______ ._. . ___ ._,_._ r--:====+r "" '" _ II Ii], ISSUE RECORD· DESCRIPTION DESIGNED BY ENTERED BY CHECKED BY DESIGN ......... ~ MANAGER: ~ .. (,o~t:,,~~~~ ~ 1-405 I Fig 1 I ~ J.8AlIIIAN 10 •. ·J2~h.-;;;/~"$~t. W 1-5 TO SR 169 ure I _, DESIGN 'U" '6ii!. u~ y,. I ~ TASK LEAD, ~~ ~ ~. 'II' STAGE 2 -WIDENING i C. HERMOGENES CONTRACT NO. ~};;;":r~-~"::1l Washington State AND SR 515 INTERCHANGE , 0 08114101 RELEASE FOR CONSTRUCT1ON -1B C.HERMOGENES K.LORENTSON II.ROHILA PACKAGE' ~~~~.. Department of Transportation Of ;;, • .,...... FINAL DESIGN .,. C.HERIIOGENES .. LORE"""'" M,ROHI1.... RFC '18 7624 CONTOUR GRADING ~ A 0611Il0l PREUMINARY DESIGN A. BASTASCH K. LORENTSON S. FORMAN -P.L.,. ..... _ 04~ WSooT EXCHANGE PROPERTY SHEETS - • • • ,~ I ,I , I \ , Ii' J", " '" \ \ \ N <!v \ \ ' II ' I, ~ if r \~ , j / 6 , , I ",'" :> i' ( , i' I ~n I i I , , \ '-<;-' \ i " , I' r J 'i I , " '\ ' I I , ) , \ , I \ \ ': , " , I , / V w ~ a:: c:a: c w o o o ,I I \ .\ , " ", / , , ' i ) \ i \ j '~ \, " i}, pI N " " '" ! ( I I ! i 1/ I /\ I' , , I i \ ~\ Ii \ I' \ , ! t ) iJ \i I',' \i il \ \ \, \ I\~ I \ ,! \ (i / i I I 11 ( II !, \ , 1/: i, \, d: \ ~ , f I I I ! o o " I ~ cD f 1-$ I i M\ ~, • I lI.i 1-' $ \ \ M I . ' /XI e \ \ , ! \ , , f ! 0 '" ,.., "'\ \ \ \ \ I \ \ soa.:t.L ! / \ o OJ <' \ \ j, • I II. , I-i $ I \sGa.:1 \ \ \ i ! \ \ i '" " \ \ \ " \ i ... , . 'II. 'l- f ~ \ \ , ! \ I I I , \ \ \. \ b \ ,/ i , .. it , / 1'1' lID ~. \ \ ( i \ \ ,/ \ \ \ \ i , , f / , Lj s n .::(\;1 I 6 N ,.., i'../ I I I I ! i , ' , , I I i ~III II) C 0.0 0'-... -a.~ II) 0 C)..J C C 111 0 ~.-u-><~ w·--1-111 Oil) c~ 00- 3:8 -(]) 0> OU-o C\J o to ~ o o ~ .. 111 Nt II):S ... III :SoD .21 :s UoOO to L...,-----JI C\J / / It) 1 m z o ... 235 230 225 220 215 210 205 200 195 190 185 180 175 170 165 160 155 150 145 140 135 130 125 120 115:' ~ E E / ~ 11Cf '-\~' II"" I.-'~ 1-4 V,;.. V , " "'" ~ I ,,,,," ,<:'" 1 '..-1 , I:l\ 'V - .... ~' ~ , \ I.; , ~. (-. r~ --t@.". J..- ',,\ I---I .1i''', I''lob I , " " 1 V i 1 1 ~ ,'<" 1 V I .... 1 1/ , V --V ":'\ ~ ---" V , , !;'--~ [.1. \, t\..~ ..... V " ~ ., .J;' V -~"" ? !la' y ::,..... ",\ 1 , .,,", '~ i-": \"-. ~ -:-;'1' ..,1 l-~ , 1 1 I " I \ 'Z1.~,,") I b'~' I m 1.5: ' '''I '''I' 1 '( , ' , '( 1 ./ /1 7'1 V }.!/ ./ ./ ,"" j) "",,1 .-/ .... 6.1 -~~ I--" .. OJ N' ,. .... I ...... -I---1 ! -( I~) j.::J 1 1 1 "I 1 l , . , ' , -Jr:p# S,,~w..,) ~-h"" C<>"<'-•• """ "'" T T : j '" _,)t W'" .. ~.3') ,/ _t1.~ ~ / .. ~.1 ~i'\ . ~I /1 1'........-./' /?\ ./ ,\.<'><...1 L./ f. ."'~ ) ' . , -c 1 .... ........ , I '1 "q ~, Ilb, ./ c' 1 , .. ,~ .?~8 "-2225 o.~g 210 205 200 195 190 185 180 175 170 165 160 155 150 145 140 135 130 125 120 115 11'0 400390380370360350340330320310300290280270260250240230220210200190180170160150140130120110100 90 80 70 60 50 40 30 20 10 0 1 0 20 11 +00 1jfICC\.\ <)..:l\'S\.)/ fO\.<U... Sec<hCYI 50\\ IJII\\~ l)-escrl(.1~ (j) (3) ® G) New l="r\ \ Q-{s\~~~\ So~ \ ((o\\\)";\)IM / ~/II ~I'\ t-o '" ~ (\Nt£;\' tl~ /I\J>/I\C~CA.\ WC\St~ FIGURE 3: WSDOT Exchange Property Typical Section l I -• • U nitied Soil Classification System Soil Classification and --MAJOR DIVISIONS Generalized Group Soil Particle Size Definitions Description Component Size Range Coarse-GRAVEL GW Well-graded gravels Boulders Coarser than 12 inch Grained CLEAN GRAVEL Soils More than 50% GP Poorly-graded gravels Cobbles 3 inch to 12 inch of coarse fraction GRAVEL WITH GM Gravel and silt mixtures Gravel 3 inch to NO.4 (4.78 mm) retained on the FINES Coarse 3 inch to 3/4 inch NO.4 sieve GC Gravel and clay mixtures Fine 3/4 inch to No.4 (4.78 mm) SAND CLEAN SAND SW Well-graded sand Sand No.4 (4.78 nun) to No. 200 More than 50% SP Poorly-graded sand (O.074mm) Coarse No.4 (4.78 mm) to No. 10 More than 50% of coarse fraction SAND WITH SM Sand and silt mixtures (2.0mm) retained on the passes the FINES Medium No. IO (2.0 nun) to No. 40 No. 200 sieve No.4 sieve SC Sand and clay mixtures (0.42 mm) Fine-SILT AND CLAY ML Low-plasticity silts Fine No. 40 (0.42 mm) to No. 200 Grained INORGANIC (0.074 mm) CL Low~plasticity clays Soils Silt and Clay Finer than No. 200 (0.074 mm) Liquid Limit ORGANIC OL Low plaslclty orgaruc silts less than 50 and organic clays SILT AND CLAY MH High-plasticity silts INORGANIC More lhan 50% CH High-plaslicity clays passing the Liquid Limit ORGANIC OH High-plasticity organic silts No. 200 sieve greater than 50 and omanic clavs Highly Organic Soils Primarily organic mancr with organic odor PT Peat Notes: 1) Sui! c1assitication hascd on yiJ.ua! classification of soil is ,,"dSed on ASTM D2481o:. Soil Moisture Modifiers 2) Soil classification using laboratory tests is based on ASTM D2487. 3) Description of soil density or consistency is based on intetpretatioo of blow count data and/or lest data Soil Moisture Description DI)' Absence of moisture Moist Damp, but no visible watcr Wet Visiblc water Key to Boring Log Symbols Sampling Method Boring Log Description Symbol Laboratory Tests 34 I Location of relatively undisturbed sample Test Symbol Blows required to drive a 2.4 inch J.D. split-barrel sampler ~ Moisture Content MC 12-inches or other indicated 12 location of disturbed sample Density DN distance using a 300-pound hammer falling 30 inches. Grain Size GS 21 0 Location of sample attempt with no recovery Percent Fines PF Atterberg Limits AL Blows required to drive a 1.5· ~ Location of sample obtained in general Hydrometer Analysis HA ineh 1.0. split barrel sampler 14 accordance with Standard Penetration Test Consolidation CN (SPT· Standard Penetration (ASTM D-1586) test procedures. Test) 12-inches or other Compaction CP indicated distance using a rn Location of SPT sampling attempt with no 140-pound hammer falling 30 Pemleability PM 30 inches. recovery. Unconfined Compression uc 0 Sampler pushed with the weight of the Unconsolidated Undrained TX UU Pushed Sampler P hammer or against weight of the drilling rig. Consolidated Undrained TX CU 0 Consolidated Drained TX CD Grab Sample G Sample obtained from drill cuttings. Chemical Analysis CA Note: The lines separating soil types on tbe logs represents approximate boundaries only. The actual boundaries may vary or be gradual. Icicle Creek Engineers, Inc. \.CJoU,N/A ICE FILE NUMBER EXPLANATION FOR BORING LOGS ~~. 29335 NE 20th Street ou.w~."S 0864-002 MERLINO SHORT PLAT -PROPOSED 7-LOT DEVELOPMENT Carnation, Washington 98014 C"!eKED· <51< Figure RENTON, WASHINGTON (425) 333·0093 o,o.T!''''''ll.lOt. 4 Boring B-5 Approximate Ground Surface Elevation: 200 feet Description duff and topsoil silty fine to medium SAND (completely weathered bedrock) Comments Groundwater Observations 1 of 2 liBi;r~o;wn;;;;··~m;;e,ddii~UI~m;~-g;;,r:~aii~n~~eddss,AA:NNICD;~S;TT:co;~NiEEil(l~silii(g;thlitll;y ;;;~~th~;e'dt7:?~i~oC;kl [i I Bedrock encountered at very weak) (Renton Formation bedrock) 5 feet Ught gray medium-grained SANDSTONE (fresh. very weak) (Renton Formation bedrock) Icicle Creek Engineers o o o o o o Boring Log -Figure 5 Boring B-5 Description Light gray medium-grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) brown CARBONACEOUS SHALE (fresh, very weak) (Renton Formation bedrock) COAL (fresh, very weak) bedrock) completed at 71 feet on April 27, 2009 Icicle Creek Engineers D D D Comments NO.3 COAL SEAM (coal seam intact from 57 -70 feet -not mined) Page 2 of 2 Groundwater Observations No groundwater observed ~ .5 ,£; c- O> o Boring Log -Figure 5 Ground Surface Elevation: 200 feet Description Forest duff and topsoil Boring B-6 (top hole location at Boring B-5 oliented at 25 G from vertical at azimuth 090") Comments Brown silty fine to medium SAND (completely weathered bedrock) Groundwater Observations I of 2 Brown medium-grained SAN·DS·;:ONE-(~iightlY :;'~~ttl~;';d,K7j···C"'''I'''-~1 Bedrock encountered at very weak) (Renton Formation bedrock) 6 feet Light b~~~~ -~edium-grained SANDSTONE" if~~sh, very weak) (Renton formation bedrock) Dark brown CARBONACEOUS SHALE (fresh, (Renton Formation bedrock) Light gray medium.graineCii,·;.· :"n';;-T"""i"(;;:fre~:s:ih:", :v··e"ry:·: ...... · weak) (Renton Formation bedrock) Icicle Creek Engineers D D D D D D D Boring Log -Figure 6 ~----------------------------------~-- ~ ~S £ c- " o Description Light gray medium-grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) RENTON MINE (open mine workings -uncollapsed) Boring B-6 Comments o Complete loss of h~,~~,~, ~~I~~~f'··~~ compressed air Void o Void circulation at 65 feet RENTON MINE (open from 65 -77 feet -mined out) o Drilling resistance 1---------------------1---+--+----1 indicates intact rock (not Groundwater Observations completed at 77 feet on April 27, 2009 mined) at 77 feet No groundwater observed 2 of 2 Icicle Creek Engineers Boring Log -Figure 6 il u- .s t Q) c Ground Surface Elevation: 200 feet Description Forest duff and topsoil Boring B-7 (top hole location at Boring 8-5 oriented at 30~ from venical at azimuth 180" Comments B~~wn sitty fine to ~~di-u·~ ·SAN"D (completely weath~red· . bedrock) Light gray medium-grained SANDSTONE (fresh. very weak) (Renton Formation bedrock) brown SHALE (fresh. very weak) (Renton Formation bedrock) RENTON MINE (open mine workings· uncollapsed) o o o o o o . Bedrock encountered at 6 feet Complete loss of ......... ·f· ........ · I compressed air circulation at 39 feet Void Void o o RENTON MINE (open from 39 -53 feet -mined out) Groundwater Observations I of 2 Icicle Creek Engineers Boring Log -Figure 7 ,--------------------------------------------------- 1 ; , . u. -S c>., I Description ~ ~50 RENTON MINE (open mine workings. uncollapsed) Boring B-7 • Profile Void o Comments RENTON MINE (open from 39 . 53 feet· mined out) i- j-I<;:===========;;;;-----f--+--+--j Drilling resistance Bonng completed at 53 feet on Aprt127, 2009 indicates intact rock (not -55 -- - -60 ---- -65 -- - -70 - I~" [I . - -80 -----85 ---- -90 -- f- f-r95 ~~ tlOO See Fi,~uce 4 for mined) at 53 feet lOlSymoolS Page 2 of 2 Groundwater Observations No groundwater observed 50- 55- 60- 65- 70- 75- 80----- 85- 90- 95----- IOD- Icicle Creek Engineers Boring Log -Figure 7 ---------------------------------------------------- Ground Surface Elevation: 200 feet Description Forest duff and topsoil Boring B-8 (top hole location at Boring B-5 oriented at 30° from vertical at azimuth ODD") Comments Brown silty fine to medium SAND (completely weathered bedrock) Light gray medium-grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) Dark brown CARBONACEOUS SHALE (fresh. very (Renton Formation bedrock) o o o o o o o Bedrock encountered at 6 feet Groundwater Observations I of 2 Icicle Creek Engineers Boring Log -Figure 8 Boring B-8 Description SHALE (fresh, very weak) ... .I. COAL (fresh, very weak) (Renton Formation bedrock) gray medium-grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) completed at 83 feet on Icicle Creek Engineers o o o o o Comments NO.3 COAL SEAM (coal seam intact from 51 -66 feet -not mined) Groundwater Observations No groundwater observed 2 of 2 Boring Log -Figure 8 ~~--------------------------~ Boring B-9 ~ , (top hole location at Boring B·5 oriented at 30" from vertical at azimuth 312" Approximate Ground Surface Elevation: 200 feet ~ .5 ,; c- O) o Description duff and topsoil Brown silty fine to medium SAND (completely weathered bedrock) Comments Groundwater Observations I of 2 1~",~~,~~1;;;;";;~~~~"ii"""';~~'~;~.~'~"~'~'~.,)_-___ -. I~~~_-_~O~kl_~'j Bedrock encountered at l: 6 feet Light brown medium.grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) bedrock) o o o o o o o Icicle Creek Engineers Boring Log -Figure 9 Description Light gray medium-grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) Dark bro';"n CARBONACEOUS SHALE (fresh, very (Renton Formation bedrock) Black COAL (fresh, very weak) bedrock) Light gray medium-grained SANDSTONE (fresh, very weak) (Renton Fonnation bedrock) completed at 84 feet on April 27, 2009 Icicle Creek Engineers Boring B-9 o o o o o o o Comments NO.3 COAL SEAM (coal seam intact from 59 -73 feet -not mined) Groundwater Observations No groundwater observed 2 of 2 Boring Log -Figure 9 Boring B-IO Ground Surface Elevation: 186 reet Description duff and topsoil silty fine to medium SAND (completely weathered bedrock) Light gray medium-grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) Dark brown CARBONACEOUS SHALE (fresh, verv ~,ea;kl (Renton Formation bedrock) Black COAL (fresh. very weak) (Renton Fonnation bedrock) Icicle Creek Engineers D D D D D o Comments Bedrock encountered at 5 feet 3 COAL SEAM seam intact from -49 feet -not mined) Groundwater Observations 1 of 2 Boring Log -Figure 10 Description Ught gray medium-grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) completed at 59 feet on April 27, 2009 Icicle Creek Engineers Boring B-IO Comments Groundwater Observations No groundwater observed 2 of 2 Boring Log -Figure 10 Boring B-ll Ground Surface Elevation: 185 feet Description Forest duff and topsoil Brown silty fine to medium SAND (completely weathered bedrock) Light gray medium-grained SANDSTONE (fresh. very weak) (Renton Formation bedrock) Oark brown CARBONACEOUS SHALE (fresh, very (Renton Formation bedrock) Black COAL (fresh, very weak) (Renton Formation bedrock) Icicle Creek Engineers o o o o o o Comments Bedrock encountered at 5 feet 3 COAL SEAM seam intact from 41 -52 feet -not mined) Groundwater Observations I of 2 Boring Log -Figure 11 Description Black COAL (fresh, very weak) (Renton Fonnation bedrock) Ught gray medium-grained weak) (Renton Formation bedrock) Boring completed at 59 feet on April 27, 2009 Icicle Creek Engineers Boring B-11 Comments COAL SEAM seam intact from -52 feet -not mined) o Ground Water Observations No groundwater observed 2 of 2 Boring Log -Figure 11 • • ATTACHMENT A 1-405 CORRIDOR DESIGN BUILDERS TECHNICAL MEMORANDUM DATED AUGUST 14, 2009 1-40S RENTON STAGE 2 DESIGN/BUILD PROJECT WSDOT EXCHANGE PROPERTY REINFORCED SOIL SLOPE GEOTECHNICAL DESIGN RECOMMENDATIONS MEMORANDUM Icicle Creek Engineers 0864001/042314 -------------------------- • • TECHNICAL MEMORANDUM 1-405 Renton Stage 2 Design/Build Project WSDOT Exchange Property Reinforced Soil Slope Geotechnical Design Recommendations Memorandum PREPARED FOR: PREPARED BY: REVIEWED BY: COPIES: DATE: Introduction 1-405 Corridor Design Builders (CDB) Roch Player/CDB Don Anderson/CDB Dave Jenkins/WSDOT Anthony Stirbys/WSDOT August 14, 2009 REV ° This Geotechnical Design Recommendations Memorandum summarizes the geotechnical recommendations and design criteria for design and construction of a 1.5:1 (horizontal to vertical) Reinforced Soil Slope (RSS) required to construct the WSDOT Exchange Property fill, part of the 1-405 Renton Stage 2 Design/ Build Project. The RSS will support the west side of the WSDOT Exchange Property fill. The WSDOT Exchange Property fill is approximately 700 feet long and varies in height up to 90 feet from the toe to the top of the fill (see Figure 1). The RSS reinforcing begins at construction stationing approximately Station 10+35 and continues to Station 15+95 (It.). Attachment A contains the proposed RSS plans. Design of RSS system is in accordance with the requirements of the 2008 Washington State Department of Transportation Geotechnical Design Manual (WSDOT GDM) Section 15.5.6. This section specifies that design of primary reinforcement must be in accordance with FHWA Publication FHWA-NHI-00-043, "Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines," by Elias, et aI. (2001) and provides minimum WSDOT design criteria. These design criteria are summarized in this memorandum. RTNIRSUXCHANGEPOPERTY _RSS_DESIGNRECOMMENDATIONS_REVO_061409.DOC COPYRIGHT 2009 BY 1405 CORRIDOR DESIGN BUILDERS· COMPANY CONFIDENTIAL r--------------------------------------------------------------------------------------------------, • • REV 0 Subsurface Conditions Geotechnical conditions for the WSDOT Exchange Property area were established on the basis of existing geotechnical explorations supplemented by 3 new explorations advanced by Icicle Creek Engineers in support of the Renton Stage 2 Project. The new boring logs were used with the existing site soil information to develop geotechnical parameters for analysis and design of RSS slope. Geotechnical Explorations The following exploration locations were used in the evaluation of the site conditions and in the creation of soil profiles beneath the RSS. The boring and test pit logs were also used to develop geotechnical parameters for analysis and design of the RSS. The source of the exploration information is summarized in Table 1. Figure 2 shows the approximate locations of the explorations. Figure 3 shows the interpreted typical subsurface. Copies of the exploration logs are included in Attachment B. TABLE 1: WSDOT EXCHANGE PROPERTY EXPLORATION LOCATIONS Exploration Location Type Source B-1 Boring Icicle Creek Engineers, Inc., 2005 B-2 Boring Icicle Creek Engineers, Inc., 2005 B-3 Boring Icicle Creek Engineers, Inc., 2005 TP-l Test pit Icicle Creek Engineers, Inc., 2005 TP-2 Test pil Icicle Creek Engineers, Inc., 2005 TP-3 Test pit Icicle Creek Engineers, Inc., 2005 TP-4 Test pit Icicle Creek Engineers, Inc., 2005 TP-5 Test pit Icicle Creek Engineers, Inc., 2005 TP-6 Test pit Icicle Creek Engineers, Inc., 2005 TP-7 Test pit Icicle Creek Engineers, Inc., 2005 TP-8 Test pit Icicle Creek Engineers, Inc., 2005 TP-12 Test pit Icicle Creek Engineers, Inc., 2005 TP-13 Test pit Icicle Creek Engineers, Inc., 2005 TP-14 Test pit Icicle Creek Engineers, Inc., 2005 TP-15 Test pit Icicle Creek Engineers, Inc., 2005 TP-16 Test pit Icicle Creek Engineers, Inc., 2005 515-4-06 Boring Geoengineers, 2007 CDB-6p-08 Boring Geoengineers, 2007 SRX-20-05 Boring Geoengineers, 2007 RTNIRSUXCHANGEPOPERTY .RSS.OESI GNRE COMMEN OA TIONS.REVO.081409. DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS· COMPANY CONFIDENTIAL 2 ------------------------------------------------------------ I. TABLE 1: WSDOT EXCHANGE PROPERTY EXPLORATION LOCATIONS Exploration Location Type 515-6-06 Boring 515-7-06 Boring • Source Geoengineers, 2007 Geoengineers, 2007 REVO B-5 B-l0 B-ll Boring Boring Boring Icicle Creek Engineers, Inc., 2009 Icicle Creek Engineers, Inc., 2009 Icicle Creek Engineers, Inc., 2009 Icicle Creek Engineers, Inc., "Report-Coal Mine Hazard Assessmenl and Preliminary Geotechnical Evaluation, Renton Hill Property, King County Parcel Nos. 2023059085 and 0007200194/196, Renton, Washington," June 10,2005. GeoEngineers, 2007, "Geotechnical Baseline Report 1-405/1-5 to SR 169 Stage 2 -Widening and SR 515 Interchange, Renton, Washington," September 7, 2007. Icicle Creek Engineers, Inc., "Report, Geological Engineering Services, Coal Mine Hazard Assessment, WSDOT Property, Renton, WaShington," May 11, 2009. Interpreted Geotechnical Conditions and Groundwater Location The existing WSDOT Exchange property is an undeveloped parcel of land located on the hillside between 1-405 and Cedar Avenue. Slopes vary from 5 to over 90 percent, with slope lengths varying from 25 to over 100 feet. The site elevation varies from approximately 140 feet to 230 feet. The general subsurface profile consists of colluvium/ fill overlying residual soils weathered from the Renton Formation overlying the Renton Formation. The colluvium/ fill/ residual soils are difficult to distinguish from each other and are considered as one unit for the analysis. The site is underlain by the Renton Formation sandstone bedrock. In the southwest portion of the site there are deposits of materials consisting of mine tailings and old municipal waste that are associated with the abandoned Renton Civic Dump site. The general characteristics of the predominant geologic units are as follows: o The colluvium/fill/residual soils vary from -1 foot to 10 feet thick over the site. These soils are generally medium dense and consist primarily of silty sand. o The tailings/ municipal waste thickness varies from a thin veneer to over 25 feet thick. These soils are loose to medium dense and contain a wide variety of materials including silt, sand, slag, ashes, glass, metal, debris, and other materials associated with municipal waste disposal. Mine tailings may also be incorporated in this material, either as cover soils, or as a result of previous mining activities that occurred in the same area. • The Renton Formation consists of weak sandstone bedrock with occasional siltstone layers and extends below the depth explored with borings at the site. Boring log information indicates that groundwater was found generally in the Renton Formation, below elevation 100 feet. RTNIRSUXCHANGEPOPERTY _RSS_DESIGNRECOMMENDATIONS_REVO_081409.DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS' COMPANY CONFIDENTiAL 3 ---------------------------------------------- • • REV 0 Seismicity and Ground Motions The Renton Stage 2 Project is being designed in accordance with WSDOT's current seismic design requirements. These requirements include use of a design earthquake that has a 7 percent probability of exceedance in a 75-year exposure period. The seismic ground motions and liquefaction potential for this design earthquake are summarized below. Seismic Ground Motions Design peak ground acceleration (PGA) of 0.44g is used in analysis. This ground motion was determined using the AASHTO ground motions hazard map and a site coefficient for peak ground acceleration (Fpga) of 1.0 based on Site Class C site classification. Per the WSDOT GDM (2008), a horizontal pseudo-static acceleration coefficient, kh = 0.22 (F*PBA/2) was used in the global stability analysis. Use of this reduced seismic coefficient implies that several inches of permanent slope displacement is acceptable during the design seismic event. Liquefaction Potential Soils at the project site below the water table are the sandstone bedrock; therefore, liquefaction potential of site soils is very low. Surface water will be routed from the RSS and fill to prevent infiltration and possible ponding of water within the compacted fill layers and RSS. Geotechnical Design The design of RSS follows the steps outlined in Chapter 7 of FHW A Publication FHW A- NHI-00-043, "Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines," by Elias, et al. (2001). General Design Considerations The general design considerations for this project are listed below. • Traffic Surcharge assumed equivalent to 2.0 feet of soil surcharge (surcharge unit weight = 125 pef) = 125 pef x 2 feet = 250 psf. • Extensible (geosynthetic geogrid) reinforcement is to be used. • A wrapped face is not required because the slope is shallower than l.2(H):l(V) (GDM, 2008). • Minimum length of reinforcing is 6 feet (GDM, 2008). • Primary reinforcing shall be vertically spaced at 3 feet or less (GDM, 2008). • Minimum long-term allowable strength of primary reinforcing = 1,250 lb / ft. RTNIRSUXCHANGEPOPERTY _RSS_DE SIGNRE COMMENDATIONS _REVO _081409.00C COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS· COMPANY CONFIDENTiAL • • REV ° • Secondary reinforcing between layers of primary reinforcing shall be at a maximum vertical spacing of 1 foot (GDM, 2008). Secondary reinforcing shall not be included in the internal stability analysis of the RSS. • Minimum long-term allowable strength of secondary reinforcing; 115Ib/in. • Backfill within the reinforced zone of the RSS shall consist of COIllIllOIl Borrow, meeting the requirements of WSDOT Standard Specifications Section 9-03.14(3), as modified in the Project Technical Specification drafted for the RSS. As follows: Sieve Size 3-inch No.4 No. 200 Geotechnical Material Properties Percent Passing 100 100 -20 0-35 The following properties were used in the design of the RSS: New Fill: • Unit weight; 130 pef • Internal angle of friction; 36 degrees • Cohesion (static case) ; 0 psf • Internal angle of friction (seismic case) ; 34 degrees • Apparent cohesion (seismic case) ; 200 psf Residual soil! colluvium/fill: • Urut weight; 130 pef • Internal angle of friction; 36 degrees • Cohesion (static case) ; 0 psf • Apparent cohesion (seismic case) ; 200 psf Renton Formation: • Uruaxial compressive strength; 300 psi (43.2 ksf) • Geologic strength index (GSI) ; 40 • Intact rock constant (mi) for sandstone; 17 • Disturbance factor (D) for good quality excavation; 0.0 • Mohr-Coulomb fit (Hoek-Brown Criteria), internal angle of friction; 32 degrees • Mohr-Coulomb fit (Hoek-Brown Criteria), cohesion (seismic and static cases) ; 2100 psf Municipal Waste: • Urut weight; 115 pef • Internal angle of friction; 28 degrees • Cohesion (static case) ; 300 psf • Apparent cohesion (seismic case) ; 300 psf RTNIRS UXCHANGEPOPERTY _RSS_DESI GNRE COMMENDA TIONS_REVO_081409. DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS· COMPANY CONFIDENTIAL 5 -------------------- • • REV ° Reinforcement Length Requirements Analyses were conducted at selected sections along the RSS to evaluate the minimum reinforcement lengths (Lmin) required to satisfy stability requirements. The analytical results were compared to GDM minimum acceptable criteria shown below. • Sliding FS~l.5 • Global Stability (outside of reinforced zone) FS~l.5 • Compound Failure (through face of RSS) FS~l.5 • Internal Slope Stability (through the reinforcing) FS~1.5 • Lateral Squeeze (bearing failure) FS~l.5 • Seismic Stability FS~l.l The above factors of safety assume that structures (e.g., residences) will be constructed on the RSS fill in the future. For sliding, global stability, compound failure, internal stability, and seismic stability evaluations, the computer program SLIDE (Rocscience, 2008) was used. Lateral squeeze does not apply because the RSS is founded on competent bearing materials. To achieve the required FS, a geogrid with minimum long-term design strength of 1,250 lb/ft, coupled with the reinforcement lengths summarized in Table 2, is required. The length of reinforcing was generally controlled by a combination of static and seismic stability. The approximate station extents for the different Lmin are summarized in Table 2. All stations are based on a construction reference alignment CEDAR RW Line. For a given embankment location, all reinforcing lengths are constant for the entire embankment height. TABLE 2: REINFORCEMENT TABLE Beginning Ending Minimum Station Station Reinforcement Bottom Reinforcing Top Reinforcing length (lm'") Elevation (It) Elevation (It) 10+35 10+75 25 200 Varies, max 220 10+75 11+50 40 194 220 11+50 11+75 40 182 220 11+75 12+50 50 172 222 12+50 13+00 45 172 222 13+00 13+75 40 176 222 13+75 14+50 40 172 224 14+50 15+45 40 172 226 15+45 15+95 40 172 Varies, max 226 RTNIRS2,.EXCHANGEPOPERTY_RSS_DESIGNRECOMMENDATIONS_REVO_081409.DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS· COMPANY CONFIDENTIAL 6 --------------- • • REV 0 Settlement Due to the granular consistency and/ or heavily overconsolidated nature of the existing soils and bedrock, settlement is anticipated to be elastic in nature and is expected to occur during embankment construction. Construction Requirements The construction of the RSS and backfill require careful planning and construction control, including oversight by the project geotechnical engineer, to assure that the slope is constructed in such a maImer that short-and long-term stability requirements are met. The following subsection summarizes key construction requirements. Specific requirements for construction of the RSS are included in the technical specification Reinforced Soil Slope, 1.5:1 (Horizontal to Vertical) Slopes, included as Attachment C to this memorandum. Subgrade Preparation and Ground Improvement Before placement of fill or backfill for the RSS, all surface vegetation, topsoil, trash, construction debris, or other deleterious materials shall be removed from beneath the reinforced soil zone and properly disposed of offsite. Loose, soft, or wet material should also be removed and replaced with competent backfill. All sharp stone protrusions that could damage the reinforcing should also be removed. The subgrade within the footprint of the reinforced soil volume should be graded level as required for construction, proof rolled, and compacted to 95% of Standard Proctor Density (ASTM D698, AASHTO T99). Fill shall be keyed into the existing slope following Section 2- 03.3(14) "Hillside Terraces" of the Standard Specifications. Because of the variable nature of the site fill, field review and approval of the RSS subgrade and construction site preparation below the RSS by the project geotechnical engineer is reguired. Overexcavation may be required in areas where actual subgrade conditions do not meet the design recommendations. Depth and extent of overexcavation will be as directed by the geotechnical engineer. Fill and Backfill Requirements Backfill within the reinforced zone of the RSS shall consist of COlll1l10n Borrow, meeting the requirements the RSS Project Technical Specification. The borrow source is expected to be the Renton Formation that is excavated to construct other project elements. The backfill material must be free of organics and other deleterious materials. The maximum particle size should be 3 inches. If wet-weather construction makes it difficult to achieve the required moisture and compaction density, Select Borrow (Section 9-03.14(2)) or Gravel Borraw (Section 9-03.14(1)) shall be used in lieu of Comlllon Borrow. Backfill in the reinforced zone shall be placed in loose lifts of maximum 12-inch thickness and compacted to 95% of maximum density in accordance with the requirements of Section 2-03.3(14)C Method C, of the WSDOT Standard Specifications and the project-specific technical specification (see Attachment C). RTNIRSUXCHANGEPOPERTY _RSS_DESIGNRECOMMENDATIONS_REVO_081409.DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS· COMPANY CONfiDENTIAL • • REV ° Backfill behind the reinforced zone shall be COllllll0n Borrow in accordance with the requirements of Section 9-03.14(3) of the Standard Specifications, provided that the material can be compacted in accordance with the requirements of Sections 2-03.3(14)C and 2- 03.3(14)D of the Standard Specifications. If wet-weather construction makes it difficult to achieve the required moisture and compaction density, Select Borrow (Section 9-03.14(2)) or Gravel Borrow (Section 9-03.14(1)) may be used in lieu of COIIIIllOI/ Borrow. Temporary Excavation Limited excavation may be required in order to construct the reinforced soil slope. Temporary excavations sloped to 1:1 should perform adequately during construction. If the Renton Formation bedrock is encountered in temporary excavations needed to place reinforcing grids, the lengths of the geogrid may be reduced, provided the project geotechnical engineer is notified in advance to verify subsurface conditions. In no case shall the reduced length of reinforcing be keyed into the Renton Formation less than 5 feet. Existing Utilities No known utilities cross beneath the proposed the RSS footprint. If any are encountered during construction, they should be brought to the attention of the project geotechnical engineer. In no case should the arrangement of slope reinforcing by modified to accommodate utilities without the approval of the project geotechnical engineer. Drainage and Erosion Control Temporary construction slopes shall direct water away from the RSS slope face to prevent erosion. The face of the RSS shall be stabilized following project temporary erosion and sediment control procedures and shall be planted with permanent vegetation in accordance with the project landscaping plans. References AASHTO (2002). Standard Specifications for Highway Bridges, 17th Edition (2002) -Allowable Stress Design. American Association of State Highway and Transportation Officials, 2002. AASHTO (2007). AASHTO LRFD Bridge Desigl/ Specifications, Fourth Edition. American Association of State Highway and Transportation Officials, 2007. FHWA (2001). Mechal/ically Stabilized Earth Walls al/d Reinforced Soil Slopes Designlllld COllstnlcliOI/ Gllidelines. U.5. Department of Transportation, Federal Highway Administration. FHW A-NHI-00-043. March 2001. RocScience (2008). SLIDE Versiol/ 5.0 -User's Milnuili. WSDOT (2008). Geotechnical Desigl/ Mlll/lIlll. Washington State Department of Transportation. WSDOT (2008). Stllndard Specifications for Road, Bridge, and MUllicipal Construction. Washington State Department of Transportation. M41-10. RTNIRSUXCHANGEPOPERTY _RSS_DESIGNRECOMMENDATlONS_REVO_081409.DOC COPYRIGHT 2009 BY 1-405 CORRiDOR DESIGN BUILDERS· COMPANY CONFIDENTIAL 8 • • • • I: '~['1'1-!':' , '... , 2~5'--., ~'-.b i .,. SEWER STU" (,"'P) " 'Li,: . ~M"N~qE\", ,-. -" (/) , ,I ' CONNECT seWER --I'" v " -' ,,-"" I . '.r:: I.f r~P1..ACE E)( 4" WATEQJ'1Als I I STUB TO Ex e" I ~P05ED ~~ STOf'!"'; DRAIN --~I .' WAiEA: b"JALlTY!D=.lENIION VAUL~ --: ___ t. !,!./\i!-l 0" OJ. t!lA1'"ERr':AIN. SANITARY seUJER: -nyp) I ". -, I --. --! . Ii. -i2';';4C·r(INNEQ Dlf'":) ~-- .,....., jl •• I I . -" -. t"'I--I -.. ~ fl.' '::. I 1 (TYP.)._ .~~'! I .' !, I '~!!XI'"U'1C:AtE~SU~~=-.2nJ I .... A' --::/-"-,~ 6OJ~Q.fi1 LivE 5TORAGE.2~.c : TO ex. SEWER -___ -:,r !. :':--'" ~!T~ .DEAD 5TORAUE .212.CNCELL :):r-"'~IION TO Ex. STO;(f1 _ !"" ," rl_~, ....-:;.,.... .~li.o ( ELf _Proposed Right-of-Way Line' '",. ~' ,'~ .... , . .". b-;-~~,.....,.-4Lt=E~stln Right-of-Way Line .. ~. ,"".,.. " ."._:, :-:;;~~ '~','-';"_::.,-'::!'.--c-;"'1"-;".' 'I ~""'.::.; ,. ~ --+:,::' ~-=::-. -.g!r~C!r~v~n~!"l South ' t t; ~Q I' ,:,:_-=-,'~~-~=-::'~='=-;-'~-:=-.--~.-=~~_~-~ ,.f , r -..;r;:J-----¥4!.uJ··E~ t-_.:1:: -I' 'I' /-'1" 1O'5TORt".ORAV'J-{ --, lE~;;-~F)-'~I------, ~~~----~ 1 ,L. • • \ . A5E~NT (T .... ~ I I I I ~T'fPS. I cal I I I I \ \ I I ; koP05~D &" I -I I (iYPJ'-, _,-I. "', \ I I " TER"1AIN rTf ,J I I "'). t1''''r.!~ \ j t, ' I b-''3_6. r lOoo,5." ''',:::,' n. ' , )It 3? I \ \ I I I 2' '11 :3 I r 4 It; '9,., 11 I S~~I" \ I i r , r t I I 5 I I -.. 6-. I .. :1~ .. -\ ~ _____ ..J .L _____ -! ______ .... '-• __ ..... -1 ! I I -, , ,~?i.:y ~ , --------' 1..-------L_ . __ :-/.{;; <E t ' . '-' > _ [ , -~' )ti \t~-~ ~c~~ ~J~,-o~:::~-~; =~-:;~ "~~-~-: I _, _, --==-,"-___ "'.t-:..._-----,-,i·p "'--· '.":-~"-II "-':c ~ '~. ',~' .' ~ . _'~~'~ ,:,;:l~,-~',:~ ~. ,-.;~!q~t?~:· ~\-~~;~-, -~_=~-~-~ , l"IIHIIIIIIIIIWI . -::-1-:' -_ -Wo6J._'g""CJ,' --' --:---I . ," ., -0--::--{' .-...::t~-, ----~---.-'--.--~~--:::::;=--=----~ ----~-'_, .I, ,~ --::--::<.,~:~, "_-:: ~.-C,', . ',,--, ,""'111 1IIItllllllHl//llil/'t./Ix:.,~~ ';-iar, , . ~~Merlino Property .. ', -~~_~~::--:-:~, '-. -\,.' I, ~{V,~-::~~,c,:~]~ ~,:/)::;·~,t_~·~:·::~~;S~-::"'~ -n' -:-' i" -"-~=-'-~' .. ----/,," '., .~ - ',i. ~r'=~-:~ ~~~~~c:.'~,~j._;:_.:~~;~ ~~_:.:;~~ /'IIIIIIIII/ii///~U/IIIIIIII,III;IIIIIIIIIIIIII!I -Base map provided by Core Design, undated ~ • EXPLANATION High Coal Mine Hazard Area Areas with abandoned and improperly sealed mine openings and areas underlain by mine workings shallower than 200 feet in depth (RMC 4-3-050J, 1.e.iii.), No structures should be planned in this area; fill placement is OK. Low Coal Mine Hazard Area Areas with no known mine workings and no predicted subsidence (RMC 4-3-050 J.1.e.i.). Building and road development should be allowed; no mitigation recommended. I."'of, " ........ 1' .. z ~S !'! o 100 I Approximate Scale in Feet 200 - COAL MINE HAZARD MAP Icicle Creek Engineers, Inc.I::.;;:"oo"" I'CEFILE NUMBER 29335 NE 20th Street 'uw., ". 0864-001 MERLINO SHORT PLAT, PROPOSED 7,LOT RESIDENTIAL DEVELOPMENT RENTON, WASHINGTON Carnation, Washington 98014 CHEaEO:KS~ Figure (425) 333-{)093 ~"","""",,, 3 • • I I b~ SEWEF'!: STUB I I • ACOPOSED 12M STORM DRA1N ,,). ';.r;l("'i{.r '{ INN!::, .... 1.0 ,,-REPLACe ;;.c 4' WATE~Al;../ 6~ OJ. WA fEFit":AIN. I CONNECT 5EWER-"1 I STUe TO Ex e" S,:.o.NIT ART &EWEFa (T'rF) t (TY~.) I ... p' ! I'~', ; ~~,f~ J~ .---MAXI;"1lJ'1j-.!IAIER SUra:Ac:::n30 .-e.e:>:n:O!tt LI'~ STORAG"~.2Ib.O SOFOI'11 :JEAD ~TORA6E -2120 rc:;e-LL . . ~'11.i.o (CELL n p:; 4e"'SIDE~;(~' " ---" \~!'~;/ r ~"'~/ ,. ,~~:~ Ft~;'f·,,~A:J~T.l~E"PI~ '~ : ~, :...:. _____ ...1 I . .~ .. Jl-' .., " --:. -~ ",-.....:...~~--~----.-. .c~~::;t-~-.~. -"-'''-:''D-1S::~ --:--:... --. TI'>:.1 -_-=_ ~=-=-_-=-~"F----:=-;r·~_"';:'--~-:: -' --:~ ~..::' -0 --- . -lllt -.-: ---~ ,,' !TP '5 ---:.c.-:-----o....._ ' --~4J. .' ! ~ ~ ---. -- -. -0 '" '-"TP:j -'---' ~ -.t~l.-~ -W..: -..:.. ,--,:-~. - - ---.; ,=1·,. . _;3':~5 . ~'." ~ r -- '-..- -~, -,' I'-:--C~~_~.~, G' < ~ '\ " <.: " "Merl'oo' Pro""rty '-, ' ~~.< j--~~"~-: __ > __ , . .c--Reoloo'M,oe ~ __ "'.", ,'~ >." ~~=.. '. ,-"'-..;--:', -.-' '. ' R k T"ooe' A,e, ~~ ., '----'-,':'C "',-,_,,-~-<, ~' oc r _~ .. ~t - Base EXPLANATION B-5S B-3E9 Boring Location (2009) Z il~ ! Boring Location (2005) TP-1m -q:::r Test Pit Location (2005) Mine Rock Fill (Coal Spoils) (based on 2005 field reconnaissance) L-removed or covered during 1-405 expansion) ~ Backfilled Mine Opening Borings 8-5 through B-9 were drilled from the same location; Boring 8-5 was vertically oriented and Borings 8-6 through B-9 were drilled at an angle varying from 25 to 30 degrees off of vertical. o 100 200 . -, Approximate Scale In r-eel SITE PLAN MERLINO SHORT PLAT' PROPOSED 7,LOT RESIDENTIAL DEVELOPMENT RENTON, WASHINGTON Icicle Creek Engineers, In 29335 NE 20th Street Carnation, Washington 98014 (425) 333-0093 ./ ./~ ~. ./ . -~ ., ./ /' " -~ , • 0864-001 2 I II I • I • I ,. I I I I I I I I I I I I ATTACHMENT B MAYES TESTING ENGINEERS, INC. CONSTRUCTION SUMMARY LETTER DATED APRIL 23, 2014 REINFORCED SOIL SLOPE AT WSDOT EXCHANGE PROPERTY Icicle Creek Engineers 0864002/042314 II I I I I I I I I I I I I I I I I I I MAYES TESTING ENGINEERS, INC. April 23, 2014 1-405 Corridor Design Builders c/o Gary Merlino Construction Co., Inc. Attn: Charlie Oliver 9125 10th Avenue S. Seattle, WA 98108 Merlino Land Development Co., Inc. Attn: Brad Merlino 5050 1st Ave S, Suite 102 Seattle, WA98134-2400 Re: WSDOT 1-405, 1-5 to SR169 Stage 2 Widening WSDOT Exchange Property Renton, WA Project No. T09082 _0IIbI 2I22Sc:.m-WstR:led Sule110 L)mIoCXld. WArHm p,425.74Z1IBl 1><425.745.1737 TaocmaOlb 1002!lS TimTB\V1rt SuleS! T~WA_ p,253S84.:mD 1><2Sl584.3707 _CXIIoe 79111'E:no ot.e Sule100 Fab1I OR97211 P, =.7515 1><=.7579 This is to inform you that special inspections were performed and completed by Mayes Testing Engineer's, Inc. for the construction of the Reinforced Soil Slope constructed on the WSDOT Exchange Property as part of the WSDOT 1-405, 1-5 to SR 169 Stage 2 Widening project in 2009. The inspections were documented on Mayes Testing Engineer's daily field reports and soli compaction test reports. Special inspection was provided for: • Reinforced Soil Slope 1. Geosynthetic Geogrid Reinforcement Placement 2. Soil Compaction Testing To the best of our knowledge, all work inspected was either performed in accordance with or corrected to conform to the 1-405 Corridor Design Builder's Geotechnical Design Recommendations Memorandum dated 8/14/09. We trust that this provides you with the information that you require. Should you have any questions, give us a call at (253) 584-3720. Sincerely, Mayes Testing Engineers, Inc. ~~~ Michael S. Dolder, P.E. Vice President ! • Report Geological Engineering Services Coal Mine Hazard Assessment Merlino Short Plat • Proposed 7-Lot Residential Development Renton, Washington April 23, 2014 ICE File No. 0864-001 Prepared For: Merlino Land Development Co., Inc. Prepared By: Icicle Creek Engineers, Inc. EXHIBIT 7 RECEIVED APR 2 92014 CITY OF RENTON PLANNING DIVISION ------------------------------------------------------ " • • ICICLE CREEK ENGINEERS Geotechnical, Geologic and Environmental Services April 23, 2014 Merlino Land Development Co., Inc. Attn: Gary Merlino 50501" Ave S, Suite 102 Seattle, Washington 98134-2400 1.0 INTRODUCTION Report Geological Engineering Services Coal Mine Hazard Assessment Merlino Short Plat Proposed 7-Lot Residential Development Renton, Washington ICE File No. 0864-001 This report summarizes the results of Icicle Creek Engineers' (ICE's) coal mine hazard assessment for the Merlino Short Plat (referred to as the Merlino Property in this report) 7-Lot Residential Development located southwest of the intersection of South 7'h Street and Cedar Avenue South in Renton, Washington. The Merlino Property is shown relative to nearby physical features on the Vicinity Map, Figure 1. The general layout of the Merlino Property is shown on the Site Plan, Figure 2. Our services were completed in general accordance with our Scope of Services and Fee Estimate dated April 22, 2009 and our Proposal dated February 4, 2014; these services were authorized in writing by Gary Merlino on April 24, 2009 and March 17, 2014, respectively. 2.0 BACKGROUND INFORMATION ICE previously completed coal mine hazard assessments of the subject property for a previous property owner, GWC, Inc. (GWC); the results of those assessments are presented in our reports dated January 17 and June 10, 2005. Those reports included the Merlino Property as well as additional property that GWC owned to the east and south of the southerly part of the Merlino Property. ICE also completed a hydrogeologic report for GWC dated March 24, 2006 and a geotechnical report for GWC dated September 30, 2005. The approximate locations of subsurface explorations completed on the Merlino Property for those 2005 studies are shown on Figure 2. In addition, ICE completed a geotechnical critical areas report of the Merlino Property; the results are summarized in our report dated April 23, 2014. We understand that, subsequent to the reports we prepared in 2005 and 2006, GWC sold the portion of the GWC property that lies between Cedar Avenue South (and its southerly extension) and Interstate 405 (1-405) to the Washington State Department ofTransportation (WSDOT) because preliminary plans for 1-405 widening indicated encroachment into this property depending on final 1-405 roadway configuration and the need for slope support measures. Thereafter, as part of the 1-405 widening project, WSDOT's design-build team for the 1-405 widening project, 1-405 Corridor Design Builders (CDB), 29335 NE 20th Street • carnation. Was hington 98014 • WIMN. iciclecreekengineers.com • (42S) 333·0093 phone • (425) 996·4036 fa -. Merlino Land Development .Inc. Attn: Gary Merlino April 23, 2014 Page 2 • placed excess soil that was excavated from an adjacent portion of the 1-405 project onto what is now the Merlino Property (property that at the time was owned by WSDOT). The fill was designed as a Reinforced Soil Slope (RSS -the RSS is referred to as the "Engineered Fill" in the remainder of this report) by CDB (with CDB joint venturer CH2M Hill providing the 1-405 project's geotechnical engineering). David Halinen, attorney for MLDC, forwarded to ICE a copy of the CDB report entitled Technical Memorandum, 1-405 Renton Stage 2 Design/Build Project, WSDOT Exchange Property Reinforced Soil Slape, Geotechnical Design Recommendations Memarondum, dated August 14, 2009, a technical memorandum that was prepared specifically for that Engineered Fill. That technical memorandum is attached to this report (Attachment A). Page 6 of the CDB Technical Memorandum states an assumption that "structures (e.g., residences) will be constructed on the Engineered Fill in the future" and noted that the factors of safety (FOS) used in the CDB Technical Memorandum were based on that assumption. For that purpose, CDB evaluated the stability of the Engineered Fill for sliding, global stability, compound failure, internal stability, and seismic stability. The final design of the Engineered Fill required a minimum FOS of at least 1.5 for all the factors evaluated. In ICE's June 2005 coal mine hazard assessment (completed for GWC) that included 12 test pits and three test borings in the Merlino Property area, we concluded that a "High Coal Mine Hazard Area" occurs at the south end of Cedar Avenue South. We reached that conclusion by evaluating historical mine maps and data from borings completed outside of that immediate area. Additional subsurface evaluation completed for this study (2009 ground proofing -seven test borings) targeted the High Coal Mine Hazard Area consistent with Renton Municipal Code (RMC) 4-3-050J.1 (Geologic Hazards - Applicability) and 4-3-050J.2 (Geologic Hazards -Special Studies Required). 3.0 SCOPE OF SERVICES The purpose of our services was to explore subsurface soil and bedrock conditions as a basis for evaluating the High Coal Mine Hazard Area within the Merlino Property. Specifically, our services included the following: • Completion of a detailed geologic reconnaissance along the pre-Engineered Fill embankment slope bordering Cedar Avenue South in order to evaluate surface conditions related to underground mine- related collapse (sinkholes) (a reconnaissance completed in 2009 with a post-Engineered Fill reconnaissance on February 2, 2014). • Evaluation of subsurface soil and bedrock conditions through a ground-proofing program by means of drilling seven test borings to depths ranging from 53 to 84 feet to evaluate the coal seam and location/collapse status of the mine workings that potentially underlie the south end of Cedar Avenue South (an evaluation completed in 2009). • Based on the results of the ground-proofing program, reclassification, if appropriate, of the High Coal Mine Hazard Area as either a Low or Medium Coal Mine Hazard Area. • Evaluation of the potential for regional ground subsidence in Medium Coal Mine Hazard Areas (vertical ground subsidence, ground tilt and ground strain), if appropriate. • Development of mitigation recommendations for future development within High and Medium Coal Mine Hazard Areas, as needed. 4.0 GEOLOGIC SETTING The surficial geology at the site has been mapped by the US Geological Survey (USGS -D. R. Mullineaux, 1965, "Geologic Map of the Renton Quadrangle, King County, Washington," Geologic Quadrangle Map Icicle Creek Engineers 0864001/042314 ------------------------------------------ Merlino Land Developmen.!, Inc. Attn: Gary Merlino April 23, 2014 Page 3 • GQ-405) as "undifferentiated glacial sediments" underlain by "Renton Formation" bedrock. Undifferentiated glacial sediments are described by the USGS as consisting of layers of glacial till (ice deposited silty sand with gravel), glacial outwash (stream-deposited sand and gravel), glaciolacustrine deposits (lake-deposited clay and sand), and nonglacial sand and clay. Renton Formation bedrock is described by the USGS as interbedded (layered) sedimentary rock consisting of sandstone, siltstone, shale, claystone, carbonaceous shale and coal beds. Structurally, the bedrock has been uplifted, folded and faulted over time. This structural deformation of the bedrock has caused the "bedding" of the rock to be tilted about 10 to 14 degrees down to the east in the Merlino Property area. 5.0 SITE CONDITIONS 5.1 SURFACE CONDITIONS Surface reconnaissance of the Merlino Property was performed and completed by Brian Beaman of ICE on April 27, 2009 and February 2, 2014. The Merlino Property is located on a west-facing hillside overlooking the City of Renton and is bordered by Cedar Avenue South to the east, Cedar Crest Condominiums to the north, 1-405 to the west and undeveloped WSDOT-owned forest land and a Puget Sound Energy (PSE) transmission line easement to the south. Before placement of the Engineered Fill, the portion of the subject property immediately west of Cedar Avenue South was characterized by a steep (60 percent grade) road embankment long-ago-created for Cedar Avenue South, an embankment that was about 5-to is-feet high and that transitioned to a natural slope inclined downward to the west at about a 20 to 30 percent grade. The natural slope tended to flatten gradually to the west. Mine Rock Fill (Coal Spoils) consisting of broken rock and coal fines were observed during field reconnaissance and test pits (Test Pits TP-8, TP-14 and TP-16) completed for our previously described 2005 study; these test pit locations are shown on Figure 2. Presently, the Engineered Fill has formed along most of the Merlino Property's east side abutting the west edge of Cedar Avenue South a nearly-level plateau area that extends west the west edge of the existing Cedar Avenue South right-of-way about 112-to 122-feet to the plateau's crest. This nearly-level plateau area is where the seven residential lots are planned. From the west edge of the plateau, a slope field measured at about 30 degrees (about 1.75H:1V -horizontal to vertical) extends down to the west toward the 1-405 right-of-way. The nearly-level plateau area is vegetated with grass. The slope is vegetated with Douglas fir trees about 8-feet high and with shrubs. No surface water was observed within the Merlino Property at the time of our 2009 and 2014 site reconnaissance efforts. We also did not observe topographic anomalies, such as steep-sided pits (sinkholes), which could indicate underground mine collapse within Merlino Property pre-or post- Engineered Fill. 5.2 ABANDONED UNDERGROUND COAL MINES 5.2.1 Documented Mining The Renton Mine was active in the vicinity of the Merlino Property from about 1874 to 1933 on the No. 3 Coal Seam. Typically, coal was removed from this mine using room-and-pillar mining methods; coal "pillars" were left in place for support of the "rooms" where the coal was removed. Eventually, most, or all, of the coal pillars were removed upon retreat of these production areas to promote collapse of the Icicle Creek Engineers 0864001/042314 Merlino Land Development .Inc. Attn: Gary Merlino April 23, 2014 Page 4 • mined-out areas. A "barrier pillar" of intact coal was usually left in place in the shallowest areas of the coal mine to reduce the risk of causing a collapse of the ground surface. The thickness of coal mined was about 8 feet according to historical records. The total thickness of the NO.3 Coal Seam is about 12 feet. Based on our review of the previously-referenced available information and site observations, the original main slope coal mine entries (referred to as the "Main Entry" and "Fan House" for the Renton Mine) are located about 170 feet south of the central portion of the Merlino Property's south property line as shown on Figure 2. As the mine expanded, a rock tunnel was driven from the main slope west- northwest to a point along the east side of the current location of Benson Road (a road that lies along the base of the hill adjacent to the current location of Sam's Club). The rock tunnel provided an easier means for removing coal from the underground mine workings. The rock tunnel crosses under the WSDOT property to the south of the Merlino Property and extends west-northwest under 1-405, as shown on Figure 2, to where the backfilled (currently inaccessible) mine entry to the west is located. The location of that mine entry is not shown on Figure 2 as it is west-northwest of the mapped area. The mine workings extend north-northeast and east from the rock tunnel at an approximately 10 degree angle below horizontal with a series of haulageways and production or room areas that were driven at right angles to the main slope. Each haulageway along with its production area was referred to as a "Level." Underlying a portion of the southeast part of the Merlino Property in the vicinity of the south end of Cedar Avenue South is the 1" Level of the Renton Mine. The Renton Mine ultimately contained 12 levels extending underground a distance of over 1 mile east of the south end of the Merlino Property. 5.2.2 Undocumented Mining The Renton Mine is located in an area where undocumented mining occurred. We observed no evidence of undocumented mining during our field reconnaissance and observation efforts within the Merlino Property or its immediate vicinity. 5.3 2009 GROUND-PROOFING PROGRAM SUMMARY Subsurface conditions in the area of the south end of Cedar Avenue South (High Coal Mine Hazard Area) were explored by drilling seven, three-inch-diameter borings (Borings B-5 through B-ll) at the approximate locations shown on Figure 2. Exploration locations were established by measuring from physical features at the site. The number of borings was determined such that the probability of drilling through "support pillars" was reduced to a very low level. The borings were drilled on April 27, 2009 to depths ranging from 53 to 84 feet below the ground surface in the area likely underlain by a portion of the 1" Level of the Renton Mine. The borings were advanced using track-mounted, hydraulic/air- percussion drilling equipment owned and operated by McCallum Rock Drilling, Inc. of Chehalis, Washington. Borings B-5, B-10 and B-ll were drilled at a vertical orientation. Borings B-6 through B-9 were drilled at an angle (varying from 25 to 30 degrees off of vertical) from the surface location of Boring B-5. The purpose of drilling the angle borings was to evaluate the conditions of the Renton Mine and the No.3 Coal Seam in areas that were otherwise inaccessible. Soil and bedrock samples (drill cuttings) were observed continuously as the borings were advanced. The subsurface explorations were continuously logged by a geological engineer from our firm. Soils were classified in general accordance with ASTM Test Method D 2488 as shown on the Explanation for Boring ICicle Creek Engineers 0864001/042314 '- Merlino Land Development .Inc. Attn: Gary Merlino April 23, 2014 Page 5 • Logs, Figure 4. Bedrock was classified in general accordance with the WSDOT Geotechnical Design Manual. The boring logs are presented in Figures 5 through 11. The borings for this study were supplemented by three test borings (Borings B-1 through B-3) that were previously completed by ICE for GWC (ICE, June 10, 2005). The locations of these supplemental borings are shown on Figure 2. Boring B-4 (not shown on Figure 2) was completed for GWC on a nearby property and into a different coal seam (No.2 Coal Seam) not related to this project. The logs of Borings B-1 through B-3 are included in Attachment B. A summary of the subsurface conditions observed in the current and supplemental borings is presented below. Note: The thickness of void indicated is not corrected for drilling at an angle; the actual thickness of void Is likely 2 to 3 feet less than that Indicated by the drilling penetration. Borings B-1 through B-3 encountered the top of the NO.3 Coal Seam (intact -not mined) immediately below the overburden soils at a depth ranging from 7 to 10 feet below the ground surface. Borings B-5 through B-ll encountered about 5 to 6 feet of overburden soils. Borings B-5 through B-ll encountered a 3-to 5-foot thick layer of carbonaceous shale overlying the NO.3 Coal Seam or Renton Mine, which is generally overlain by sandstone. Borings B-5 and B-7 through B-ll encountered sandstone underlying the NO.3 Coal Seam. We encountered "intact bedrock" at the base of the Renton Mine void in Borings B-6 and B-7, but were unable to observe drill cuttings because of the loss of air circulation caused by the void. No groundwater was observed in Borings B-1 through B-3 or Borings B-5 through B-ll at the time of drilling. 5.4 GENERAL DESCRIPTION OF HAZARDS ASSOCIATED WITH COAL MINES The principal physical hazards associated with abandoned underground coal mines include the following: • Sinkholes (High Coal Mine Hazard Areas) • Regional ground subsidence (Medium Coal Mine Hazard Areas) Icicle Creek Engineers 0864001/042314 '. Merlino Land Development .Inc. Attn: Gary Merlino April 23, 2014 Page 6 • 5.5 THE CITY OF RENTON'S DEFINITIONS OF THREE CLASSES OF COAL MINE HAZARD AREAS RMC 4-3-050J.l.e defines coal mine hazards as follows: High Coal Mine Hazards -Areas with abandoned and improperly sealed mine openings and areas underlain by mine workings shallower than two hundred feet (200') in depth for steeply dipping seams, or shallower than fifteen (15) times the thickness of the seam or workings for gently dipping seams. These areas may be affected by collapse or other subsidence. Medium Coal Mine Hazards -Areas where the mine workings are deeper than two hundred feet (200') for steeply dipping seams, or deeper than fifteen (15) times the thickness of the seam for gently dipping seams. These areas may be affected by subsidence. Low Coal Mine Hazards -Areas with no known mine workings and no predicted subsidence. While no mines are known in these areas, undocumented mining is known to have occurred. 6.0 ANALYSIS OF COAL MINE HAZARDS 6.1 HIGH COAL MINE HAZARD AREAS As previously mentioned, the goal of ICE's 2009 ground-proofing program was to further evaluate the location and coal seam/mine condition within the Merlino Property. Our June 2005 report completed for GWC includes three test borings (Borings B-1, B-2, and B-3) within the Merlino Property; seven additional test borings (Borings B-5 through B-11) within the Merlino Property and within the adjacent south end of the Cedar Avenue South right-of-way were completed in 2009. These boring locations are shown on Figure 2. Based on the results of these explorations, we were able to accurately locate the 1" Level of the Renton Mine (encountered in Borings B-6 and B-7) and also locate intact coal, commonly referred to as a "barrier pillar," that was left in place to protect the ground surface. It appears that the 1st Level of the Renton Mine is located about 30 feet east and about 25 feet south of the location shown in ICE's June 2005 report. Our reinterpretation of the High Coal Mine Hazard Area at the Merlino Property, which is based on Borings B-5 through B-ll, is shown on the Coal Mine Hazard Map, Figure 3. 6.2 MEDIUM COAL MINE HAZARD AREAS No ground subsidence should occur outside of the High Coal Mine Hazard Area because it appears (based on ground proofing) to be underlain by intact coal (a barrier pillar) that was left in-place to protect the ground surface. No Medium Coal Mine Hazard Areas exist outside of the High Coal Mine Hazard area within the Merlino Property or within adjacent Cedar Avenue South. 6.3 LOW COAL MINE HAZARD AREAS Based on our site observations in 2009 and 2014, and review of the regional mapping of coal mine hazards by the City of Renton, portions of this area are where no known mine workings occur and no predicted subsidence is probable. Although undocumented coal mining could have occurred in this area, no evidence was observed during our reconnaissance efforts completed for this study. The Low Coal Mine Hazard Area within the Merlino Property and within abutting Cedar Avenue South is shown on Figure 3. Icicle Creek Engineers 0864001/042314 Merlino Land Development. Inc. Attn: Gary Merlino April 23, 2014 Page 7 7.0 CONCLUSIONS • Based on our review of available information, site observations, ground proofing and analysis of coal mine hazards within the Merlino Property and Cedar Avenue South, we have developed the following conclusions: • The results of our ground-proofing program (Borings B-5 through B-11) suggest that the 1" Level of the Renton Mine is situated slightly east (about 30 feet) and south (about 25 feet) of the location indicated in ICE's June 2005 report. • Borings B-6 and B-7 encountered uncollapsed mine workings (1" Level, Renton Mine, No.3 Coal Seam) at depths of 65 feet and 39 feet, respectively. At these depths, a portion of the Renton Mine is located beneath the southeast corner of the Merlino Property at the south end of Cedar Avenue South. • Borings B-5 and B-8 through B-11 encountered intact coal (unmined NO.3 Coal Seam), indicating a barrier pillar that was left in-place to protect the ground surface from subsidence. The presence of the intact coal (barrier pillar) is consistent with the results of Borings B-1 through B-3 that were completed to the west and north of the south end of Cedar Avenue South (ICE, June 2005). • Based on the results of Borings B-5 through B-11, we conclude that the High Coal Mine Hazard Area should be delineated as shown on Figure 3. Other areas that were previously delineated as a High Coal Mine Hazard Area in ICE's June 2005 report should be reclassified as a Low Coal Mine Hazard Area. • The Medium Coal Mine Hazard Area is included (subsumed) within the High Coal Mine Hazard Area. • None of the proposed seven lots lie within the High Coal Mine Hazard Area or within the Medium Coal Mine Hazard Area as shown on Figure 3. • Most of the area of Cedar Avenue South proposed to be widened lies outside of the High Coal Mine Hazard Area as shown on Figure 3. • Based on our site observations in 2009 and 2014, and knowledge of the location of the Renton Mine, Low Coal Mine Hazard Areas are shown on Figure 3. 8.0 RECOMMENDATIONS • No structures should be constructed in High Coal Mine Hazard Areas. In our opinion, fill may be placed in High Coal Mine Hazard Areas provided that the fill is not used to support structures. The stormwater vault and underground pipes could be supported by a deep foundation that extends below the underground mine, or structurally designed to span a void of 10 feet in diameter along with the drag forces caused by caving soils around these structures should a sinkhole occur. Manholes would need to be structurally supported on the side of the vault. • Road access, including fill placement for road access (no cuts), may be constructed in the High Coal Mine Hazard Areas. 9.0 USE OF THIS REPORT We have prepared this report for use by Merlino Land Development Co., Inc. The data and report should be used for land use planning, but our report, conclusions and interpretations should not be construed as a warranty of subsurface conditions. There are probable variations in subsurface conditions between the explorations; variation in subsurface conditions may also occur with time. A contingency for unanticipated conditions should be included in the short plat infrastructure construction's budget and schedule. During construction, sufficient observation, testing and consultation by our firm should be provided to (1) evaluate whether the Icicle Creek Engineers 0864001/042314 Merlino Land Development .Inc. Attn: Gary Merlino April 23, 2014 Page 8 • conditions encountered are consistent with those indicated by the explorations, (2) provide recommendations for design changes if the conditions encountered during construction differ from those anticipated, and (3) evaluate whether earthwork activities comply with contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. ******************* We trust this information meets your present needs. If you have any questions or if we can be of further assistance to you, please call. Yours very truly, Icicle Creek Engineers, Inc. &0 .., ____ Brian R. Beaman, PE, LEG, LHG Principal Engineer/Geologist/Hydrogeologist ~~r;~Dlez·"=·IQ-~-,ql t.f~ ~.1(~ Kathy S{)cillman, LEG Document ID: 0864001.CMH.Report Attachments: Vicinity Map -Figure 1 Site Plan -Figure 2 Coal Mine Hazard Map -Figure 3 Explanation for Boring Logs -Figure 4 Boring logs -Figures 5 through 11 Principal Engineering Geologist Attachment A -1·405 CDB Technical Memorandum, August 14, 2009 Attachment B -Supplemental Boring logs Submitted via surface mail (three original copies) CC: David Halinen, Halinen Law (email as pdf, surface mail-one original copy) Icicle Creek Engineers 0864001/042314 o VICINITY MAP 2,000 Approximate Scale in Feet MERLINO SHORT PLAT -PROPOSED 7-LOT RESIDENTIAL DEVELOPMENT RENTON, WASHINGTON 4,000 I Icicle Creek Engineers, Inc. :~~:o~ 29335 NE 20th Street Carnation, Washington 98014 (425) 333-0093 OM_." N ICE FilE NUMBER 0864-001 Figure 1 , JSOrP SUIC\.wj<-. _.) ) E I I I I I 2, I I '-' 1.',,-\ I I i,-~.,..~ ~,-..• -- T I I / .11 I i . 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" _ _ __ / 0-_ W " '" OJ -'---rr -\.i_________ _',j\./ lao NB 1·405 ~ U rEI:l on -~---'-----~!j) -~ ~~ _11\ I I 'Ic Ie' ~~ f --v ' >-) , ' < ,> ) \ ) \ .. /"---.,.:.! -··_lL / 10b-11 o~ , ill Figure 2: WSDOT Exchange Property Subsurface Investigation Locations o 50 100 200 ~D~::::J ___ .ii:======_ ___ Feet 25 150 > I 'l ~ J c: v 0 I ./ N "' ~ ·"&.'0 I~05 SOUT, 1230 ---T. 23N~~_._ 5~_._W. .~_ .... ~ __ ~ ---~~~~~~----~~~~~~-i'~~_'~== .. _____________ . . _--.""----.• ----~----------. ------------------NB405 LINE -'---_ - ---":7';::-:-:-:----:_..:::::-:::::-::::__ I-_ 1230 _--'--_~~ ______ _ --~.-.-.~.~ -.-.- ........... ------No'. .. --"--- ~ ::::: ~ -----L. ~ --~ ~~~~~~~~;:~~~~.~ .. ~ .. ;-.:~ ...... -.... "".<:.-:--:-.:,= .. , '''~''''-''-''.: --.. ------------. ---.. . ......................... .. ~-------'--~ I ~ --- J *--c r -, '" =S::: :;::::: --- ------ R:'-~. _ -== ~~ I Ji -:.----''''-,~o- ( \ -x_ \X_ f 1-'~h'~~L_ I ) I I ( \ Q-"'t'"'(-~.\ _ -~- I NO. I ISSUE DATE [-ISSUE RECORD 0 081'_ RELEASE FOR • 01129109 FINAL DESIGN • A 06119109 --=----= ~ !!;: 's:i C, 4811 !1II1t!t'l:l!i~:;!!~~~;;;;liiii~iii~~;;~~~~~~-;~-j~=:'t:: ... ~:;~I:"~-=:~!i!~~ 2stf 4+69.96, 1~':;. ~ "'"' ... "" 10+91.62,11 . SoEv "8,80 .. aol\, ~ ........ ,,,, -----"o--=::--:=::::: -:::::-------------.--::: ~~~m'm<U~ __ iJ ~~----~~-~-. ~~ r\,-' ,r~- "" -"" 200 ///////// CUT FILL LEGEND EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR STREAMI WETlAND BUFFER WSDOT ROW LIMITED ACCESS CUT LINE FILL LINE P DITCH, SEE DRAINAGE PLANS T ~I SLOPE ARROW ~ 'RL ,_,_. -, , -:: ~= ~-~~;;,. -::. . -. --II ,,, ---r-- y DESIGN >--~' --C, CHECKED BY MANAGER, " --~~-;' ~J.~BA~U~MA~N~ ___ t-_~_~ DESIGN . TASK LEAD. ,"c CONTRACT NO. l'! UI"IUlrlnla. C. HERMOGENES K. LORENTSON M. ROHILA C. HERMOGENES K. LORENTSON M. ROHILA RFC • 1 B A. BASTASCH K. LORENTSON S. FORMAN 7624 ~tt P.E.ST ..... BOX CEDAR AVE S ~1I,Q ..... ~ Washington State Department of Transportation l-4uo ~m ~ CONTOUR __ ----nI'\T CY""UAUr.!C vv:;u_ . ~m' REVO Backfill behind the reinforced zone shall be Commoll Borrow in accordance with the requirements of Section 9-03.14(3) of the Standard Specifications, provided that the material can be compacted in accordance with the requirements of Sections 2-03.3(14)C and 2- 03.3(14)D of the Standard Specifications. If wet-weather construction makes it difficult to achieve the required moisture and compaction density, Select Borrow (Section 9-03.14(2)) or Gravel Borrow (Section 9-03.14(1)) may be used in lieu of COlllmon Borrow. Temporary Excavation Limited excavation may be required in order to construct the reinforced soil slope. Temporary excavations sloped to 1:1 should perform adequately during construction. If the Renton Formation bedrock is encountered in temporary excavations needed to place reinforcing grids, the lengths of the geogrid may be reduced, provided the project geotechnical engineer is notified in advance to verify subsurface conditions. In no case shall the reduced length of reinforcing be keyed into the Renton Formation less than 5 feet. Existing Utilities No known utilities cross beneath the proposed the RSS footprint. If any are encountered during construction, they should be brought to the attention of the project geotechnical engineer. In no case should the arrangement of slope reinforcing by modified to accommodate utilities without the approval of the project geotechnical engineer. Drainage and Erosion Control Temporary construction slopes shall direct water away from the RSS slope face to prevent erosion. The face of the RSS shall be stabilized following project temporary erosion and sediment control procedures and shall be planted with permanent vegetation in accordance with the project landscaping plans. References AASHTO (2002). Standard Specifications for Highway Bridges, 17/1, Edition (2002) -Allowable Stress Design. American Association of State Highway and Transportation Officials, 2002. AASHTO (2007). AASHTO LRFD Bridge Design Specifications, Fourth Edition. American Association of State Highway and Transportation Officials, 2007. FHWA (2001). Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines. U.s. Department of Transportation, Federal Highway Administration. FHW A-NHI-00-043. March 2001. RocScience (2008). SLIDE Version 5.0 -User's Manual. WSDOT (2008). Geoteclmical Design Manual. Washington State Department of Transportation. WSDOT (2008). Standard Specifications for Road, Bridge, and Municipal Construction. Washington State Department of Transportation. M41-1O. RTN/RS2_EXCHANGEPOPERTY _RSS _DESI GNRECOMMENDA liONS _REVO _081409.DOC COPYRIGHT 2009 BY 1405 CORRIDOR DESIGN BUILDERS· COMPANY CONFIDENTIAL I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I REVO Settlement Due to the granular consistency and/ or heavily overconsolidated nature of the existing soils and bedrock, settlement is anticipated to be elastic in nature and is expected to occur during embankment construction. Construction Requirements The construction of the RSS and backfill require careful planning and construction control, including oversight by the project geotechnical engineer, to assure that the slope is constructed in such a manner that short-and long-term stability requirements are met. The following subsection summarizes key construction requirements. Specific requirements for construction of the RSS are included in the technical specification Reinforced Soil Slope, 1.5:1 (Horizontal to Vertical) Slopes, included as Attachment C to this memorandum. Subgrade Preparation and Ground Improvement Before placement of fill or backfill for the RSS, all surface vegetation, topsoil, trash, construction debris, or other deleterious materials shall be removed from beneath the reinforced soil zone and properly disposed of offsite. Loose, soft, or wet material should also be removed and replaced with competent backfill. All sharp stone protrusions that could damage the reinforcing should also be removed. The subgrade within the footprint of the reinforced soil volume should be graded level as required for construction, proof rolled, and compacted to 95% of Standard Proctor Density (ASTM D698, AASHTO T99). Fill shall be keyed into the existing slope following Section 2- 03.3(14) "Hillside Terraces" of the Standard Specifications. Because of the variable nature of the site fill, field review and approval of the RSS subgrade and construction site preparation below the RSS by the project geotechnical engineer is required. Overexcavation may be required in areas where actual subgrade conditions do not meet the design recommendations. Depth and extent of overexcavation will be as directed by the geotechnical engineer. Fill and Backfill Requirements Backfill within the reinforced zone of the RSS shall consist of Cammal! Borrow, meeting the requirements the RSS Project Technical Specification. The borrow source is expected to be the Renton Formation that is excavated to construct other project elements. The backfill material must be free of organics and other deleterious materials. The maximum particle size should be 3 inches. If wet-weather construction makes it difficult to achieve the required moisture and compaction density, Select Borrow (Section 9-03.14(2)) or Gravel Borrow (Section 9-03.14(1)) shall be used in lieu of Cammal! Borrow. Backfill in the reinforced zone shall be placed in loose lifts of maximum 12-inch thickness and compacted to 95% of maximum density in accordance with the requirements of Section 2-03.3(14)C, Method C, of the WSDOT Standard Specifications and the project-specific technical specification (see Attachment C). RTNIRS2_EXCHANGEPOPERTY_RSS_DESIGNRECOMMENDATIONS_REVO_081409.DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS· COMPANY CONFIDENTIAL 7 REVO Reinforcement Length Requirements Analyses were conducted at selected sections along the RSS to evaluate the minimum reinforcement lengths (Lmin) required to satisfy stability requirements. The analytical results were compared to GDM minimum acceptable criteria shown below. • Sliding FS<:1.5 • Global Stability (outside of reinforced zone) FS<:l.5 • Compound Failure (through face of RSS) FS<:1.5 • Internal Slope Stability (through the reinforcing) FS<:1.5 • Lateral Squeeze (bearing failure) FS<:l.5 • Seismic Stability FS<:1.1 The above factors of safety assume that structures (e.g., residences) will be constructed on the RSS fill in the future. For sliding, global stability, compound failure, internal stability, and seismic stability evaluations, the computer program SLIDE (Rocscience, 2008) was used. Lateral squeeze does not apply because the RSS is founded on competent bearing materials. To achieve the required FS, a geogrid with minimum long-term design strength of 1,250 lb/ft, coupled with the reinforcement lengths summarized in Table 2, is required. The length of reinforcing was generally controlled by a combination of static and seismic stability. The approximate station extents for the different Lmin are summarized in Table 2. All stations are based on a construction reference alignment CEDAR RW Line. For a given embankment location, all reinforcing lengths are constant for the entire embankment height. TABLE 2: REINFORCEMENT TABLE Beginning Ending Minimum Station Station Reinforcement Bottom Reinforcing Top Reinforcing Length (Lmi') Elevation (It) Elevation (It) 10+35 10+75 25 200 Varies, max 220 10+75 11+50 40 194 220 11+50 11 +75 40 182 220 11+75 12+50 50 172 222 12+50 13+00 45 172 222 13+00 13+75 40 176 222 13+75 14+50 40 172 224 14+50 15+45 40 172 226 15+45 15+95 40 172 Varies, max 226 RTNIRS2_EXCHANGEPOPERTY _ RSS _ DESI GN RECOMMENDA liONS _REVO _ 081409.DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS' COMPANY CONFIDENTIAL I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I REVO • Secondary reinforcing between layers of primary reinforcing shall be at a maximum vertical spacing of 1 foot (GDM, 2008). Secondary reinforcing shall not be included in the internal stability analysis of the RSS. • Minimum long-term allowable strength of secondary reinforcing = 115Ib/in. • Backfill within the reinforced zone of the RSS shall consist of Common Borrow, meeting the requirements of WSDOT Standard Specifications Section 9-03.14(3), as modified in the Project Technical Specification drafted for the RSS. As follows: Sieve Size 3-inch No.4 No. 200 Geotechnical Material Properties Percent Passing 100 100 -20 0-35 The following properties were used in the design of the RSS: New Fill: • Unit weight = 130 pef • Internal angle of friction = 36 degrees • Cohesion (static case) = 0 psf • Internal angle of friction (seismic case) = 34 degrees • Apparent cohesion (seismic case) = 200 psf Residual soil/colluvium/fill: • Unit weight = 130 pef • Internal angle of friction = 36 degrees • Cohesion (static case) = 0 psf • Apparent cohesion (seismic case) = 200 psf Renton Formation: • Uniaxial compressive strength = 300 psi (43.2 ksf) • Geologic strength index (GSI) = 40 • Intact rock constant (mi) for sandstone = 17 • Disturbance factor (D) for good quality excavation = 0.0 • Mohr-Coulomb fit (Hoek-Brown Criteria), internal angle of friction = 32 degrees • Mohr-Coulomb fit (Hoek-Brown Criteria), cohesion (seismic and static cases) = 2100 psf Municipal Waste: • Unit weight = 115 pef • Internal angle of friction = 28 degrees • Cohesion (static case) = 300 psf • Apparent cohesion (seismic case) = 300 psf RTN/RSUXCHANGEPOPERTY _RSS _DESIGNRECOMMENDA TIONS _REVO _081409.DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS· COMPANY CONFIDENTIAL 5 ,--------------------------------------------------------- REVO Seismicity and Ground Motions The Renton Stage 2 Project is being designed in accordance with WSDOT's current seismic design requirements. These requirements include use of a design earthquake that has a 7 percent probability of exceedance in a 75-year exposure period. The seismic ground motions and liquefaction potential for this design earthquake are summarized below. Seismic Ground Motions Design peak ground acceleration (PGA) of 0.44g is used in analysis. This ground motion was determined using the AASHTO ground motions hazard map and a site coefficient for peak ground acceleration (Frga) of 1.0 based on Site Class C site classification. Per the WSDOT GDM (2008), a horizontal pseudo-static acceleration coefficient, kh = 0.22 (F*PBA/2) was used in the global stability analysis. Use of this reduced seismic coefficient implies that several inches of permanent slope displacement is acceptable during the design seismic event. Liquefaction Potential Soils at the project site below the water table are the sandstone bedrock; therefore, liquefaction potential of site soils is very low. Surface water will be routed from the RSS and fill to prevent infiltration and possible ponding of water within the compacted fill layers and RSS. Geotechnical Design The design of RSS follows the steps outlined in Chapter 7 of FHW A Publication FHW A- NHI-00-043, "Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines," by Elias, et al. (2001). General Design Considerations The general design considerations for this project are listed below. • Traffic Surcharge assumed equivalent to 2.0 feet of soil surcharge (surcharge unit weight = 125 pef) = 125 pef x 2 feet = 250 psf. • Extensible (geosynthetic geogrid) reinforcement is to be used. • A wrapped face is not required because the slope is shallower than 1.2(H):1(V) (GDM, 2008). • Minimum length of reinforcing is 6 feet (GDM, 2008). • Primary reinforcing shall be vertically spaced at 3 feet or less (GDM, 2008). • Minimum long-term allowable strength of primary reinforcing = 1,250 lbl ft. RTN/RSUXCHANGEPOPERTY _RSS_DESIGNRECOMMENDATIONS_REVO_081409.DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS' COMPANY CONFIDENTIAL 4 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I TABLE 1: WSDOT EXCHANGE PROPERTY EXPLORATION LOCATIONS Exploration Location Type 515-6-06 Boring 515-7-06 Boring Source Geoengineers, 2007 Geoengineers, 2007 REV 0 B-5 B-l0 B-ll Boring Boring Boring Icicle Creek Engineers, Inc., 2009 Icicle Creek Engineers, Inc., 2009 Icicle Creek Engineers, Inc., 2009 Icicle Creek Engineers, Inc., "Report-Coal Mine Hazard Assessment and Preliminary Geotechnical Evaluation, Renton Hill Property, King County Parcel Nos. 2023059085 and 0007200194/196, Renton, Washington," June 10, 2005. GeoEngineers, 2007, "Geotechnical Baseline Report 1-405/1-5 to SR 169 Siage 2 -Widening and SR 515 Interchange, Renton, WaShington," September 7, 2007. Icicle Creek Engineers, Inc., "Report, Geological Engineering Services, Coal Mine Hazard Assessment, WSDOT Property, Renton, Washington," May 11,2009. Interpreted Geotechnical Conditions and Groundwater Location The existing WSDOT Exchange property is an undeveloped parcel of land located on the hillside between 1-405 and Cedar Avenue. Slopes vary from 5 to over 90 percent, with slope lengths varying from 25 to over 100 feet. The site elevation varies from approximately 140 feet to 230 feet. The general subsurface profile consists of colluvium/ fill overlying residual soils weathered from the Renton Formation overlying the Renton Formation. The colluvium/fill/residual soils are difficult to distinguish from each other and are considered as one unit for the analysis. The site is underlain by the Renton Formation sandstone bedrock. In the southwest portion of the site there are deposits of materials consisting of mine tailings and old municipal waste that are associated with the abandoned Renton Civic Dump site. The general characteristics of the predominant geologic units are as follows: • The colluvium/fill/residual soils vary from -1 foot to 10 feet thick over the site. These soils are generally medium dense and consist primarily of silty sand. • The tailings/ municipal waste thickness varies from a thin veneer to over 25 feet thick. These soils are loose to medium dense and contain a wide variety of materials including silt, sand, slag, ashes, glass, metal, debris, and other materials associated with municipal waste disposal. Mine tailings may also be incorporated in this material, either as cover soils, or as a result of previous mining activities that occurred in the same area. • The Renton Formation consists of weak sandstone bedrock with occasional siltstone layers and extends below the depth explored with borings at the site. Boring log information indicates that groundwater was found generally in the Renton Formation, below elevation 100 feet. RTNIRS2_EXCHANGEPOPERTY _RSS_OESIGNRECOMMENOA TIONS _ REVO _081409.00C COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS' COMPANY CONFIDENTIAL 3 ------------------------- ------ REVO Subsurface Conditions Geotechnical conditions for the WSDOT Exchange Property area were established on the basis of existing geotechnical explorations supplemented by 3 new explorations advanced by Icicle Creek Engineers in support of the Renton Stage 2 Project. The new boring logs were used with the existing site soil information to develop geotechnical parameters for analysis and design of RSS slope. Geotechnical Explorations The following exploration locations were used in the evaluation of the site conditions and in the creation of soil profiles beneath the RSS. The boring and test pit logs were also used to develop geotechnical parameters for analysis and design of the RSS. The source of the exploration information is summarized in Table 1. Figure 2 shows the approximate locations of the explorations. Figure 3 shows the interpreted typical subsurface. Copies of the exploration logs are included in Attachment B. TABLE 1: WSDOT EXCHANGE PROPERTY EXPLORATION LOCATIONS Exploration Location Type Source B-1 Boring Icicle Creek Engineers, Inc., 2005 B-2 Boring Icicle Creek Engineers, Inc., 2005 B-3 Boring Icicle Creek Engineers, Inc., 2005 TP-1 Test pit Icicle Creek Engineers, Inc., 2005 TP-2 Test pit Icicle Creek Engineers, Inc., 2005 TP-3 Test pit Icicle Creek Engineers, Inc., 2005 TP-4 Test pit Icicle Creek Engineers, Inc., 2005 TP-5 Test pit Icicle Creek Engineers, Inc., 2005 TP-6 Test pit Icicle Creek Engineers, Inc., 2005 TP-7 Test pit Icicle Creek Engineers, Inc., 2005 TP-8 Test pit Icicle Creek Engineers, Inc., 2005 TP-12 Test pit Icicle Creek Engineers, Inc., 2005 TP-13 Test pit Icicle Creek Engineers, Inc., 2005 TP-14 Test pit Icicle Creek Engineers, Inc., 2005 TP-15 Test pit Icicle Creek Engineers, Inc., 2005 TP-16 Test pit Icicle Creek Engineers, Inc., 2005 515-4-06 Boring Geoengineers, 2007 CDB-6p-08 Boring Geoengineers, 2007 SRX-20-05 Boring Geoengineers, 2007 RTNtRS2_EXCHANGEPOPERTY _RSS_DESIGNRECOMMENDATIONS_REVO_081409,DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DeSIGN BUILDERS' COMPANY CONFIDENTIAL I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I TECHNICAL MEMORANDUM 1-405 Renton Stage 2 DesignlBuild Project WSDOT Exchange Property Reinforced Soil Slope Geotechnical Design Recommendations Memorandum PREPARED FOR: PREPARED BY: REVIEWED BY: COPIES: DATE: Introduction 1-405 Corridor Design Builders (CDB) Roch Player/CDB Don Anderson/CDB Dave Jenkins/WSDOT Anthony Stirbys/WSDOT August 14,2009 REV ° This Geotechnical Design Recommendations Memorandum summarizes the geotechnical recommendations and design criteria for design and construction of a 1.5:1 (horizontal to vertical) Reinforced Soil Slope (RSS) required to construct the WSDOT Exchange Property fill, part of the 1-405 Renton Stage 2 Design/Build Project. The RSS will support the west side of the WSDOT Exchange Property fill. The WSDOT Exchange Property fill is approximately 700 feet long and varies in height up to 90 feet from the toe to the top of the fill (see Figure 1). The RSS reinforcing begins at construction stationing approximately Station 10+35 and continues to Station 15+95 (It.). Attachment A contains the proposed RSS plans. Design of RSS system is in accordance with the requirements of the 2008 Washington State Department of Transportation Geotechnical Design Manual (WSDOT GDM) Section 15.5.6. This section specifies that design of primary reinforcement must be in accordance with FHWA Publication FHWA-NHI-00-043, "Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines," by Elias, et a!. (2001) and provides minimum WSDOT design criteria. These design criteria are summarized in this memorandum. RTNIRSUXCHANGEPOPERTY _RSS_DESIGNRECOMMENDATIONS_REVO_081409.DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS· COMPANY CONFIDENTIAL ATTACHMENT A 1-405 CORRIDOR DESIGN BUILDERS TECHNICAL MEMORANDUM DATED AUGUST 14, 2009 1-405 RENTON STAGE 2 DESIGN/BUILD PROJECT WSDOT EXCHANGE PROPERTY REINFORCED SOIL SLOPE GEOTECHNICAL DESIGN RECOMMENDATIONS MEMORANDUM Icicle Creek Engineers 0864002/042314 N • .' .,h '_' .. -\ W~'I 'II ," .• '1"11 I o o N .s Q) -C/)~ g ~ Q) o ro E .~ c. c. « I I I I I I I I I I I I I I I I I I I 11.. dex» fE~ET'20~\N.~~~:;:m~~~r;I;:~~~':OrnJtoP'»' ,Map creat •. dwith TOPQ!® @; Nationol o Approximate Scale in Feet VICINITY MAP MERLINO SHORT PLAT -PROPOSED 7-LOT RESIDENTIAL DEVELOPMENT RENTON, WASHINGTON 4,000 I Icicle Creek Engineers, Inc. ::~:.~"::'" 29335 NE 20th Street Carnation, Washington 98014 (425) 333-0093 DAAWN,I!I CHfc.m.'!' N ICE fiLE NUM8ER 0864-002 Figure 1 Merlino Land Development Co., Inc. Attn: Gary Merlino April 23, 2014 Page 10 We trust this information meets your present needs. If you have any questions or if we can be of further assistance to you, please call. Yours very truly, Icicle Creek Engineers, Inc. Brian R. Beaman, PE, LEG, LHG Principal Engineer/Geologist/Hydrogeologist L.!!!~~!!2ul .. a .. !Q-¥-,ql ~rJJiJ k. 1(~ Kathy ~Killman, LEG Document 10; 0864002.REP Attachments: Vicinity Map -Figure 1 Site Plan -Figure 2 Principal Engineering Geologist Attachment A -1-405 CDB Technical Memorandum, August 14, 2009 Attachment B -Mayes Testing Engineers, Inc. Construction Summary letter, April 23, 2014 Submitted via surface mail (three original copies) cc: David Halinen, Halinen law (email as pdf, surface mail-one original copy) Icicle Creek Engineers 0864002/042314 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Merlino Land Development Co., Inc. Attn: Gary Merlino April 23, 2014 Page 9 9.0 RISK EVALUATION 9.1 COMMENTS RELATING TO SUBSECTIONS (iii) AND (iv) OF RMC 4-3-0s0J.s.d The above-stated design and construction practices are recommended to reduce risks. If these design and construction practices are implemented, in our opinion the proposal to modify the Engineered Slope in the area near the cul-de-sac with a sliver fill and retaining wall should not increase the risk of slope failure to an unacceptable level (FOS less than 1.5). In addition, the planned sliver fill and retaining wall improvement within the Protected Slope in the cul-de-sac bulb area is being deSigned using locally accepted current standards of engineering practice ("best available science" as described in WAC 365-195-905). 9.2 COMMENTS RELATING TO RMC 4-3-0s0J.2 Consistent with RMC 4-3-050J.2, (1) the project should not increase the risk of Geologic Hazards to adjacent or abutting properties beyond pre-development conditions, (2) the project should not adversely impact other Geologic Hazards, and (3) the development can be safely accommodated on the site with careful planning by the design team. 10.0 USE OF THIS REPORT We have prepared this report for use by Merlino Land Development Co., Inc. The data and report should be used for land use planning, but our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. There are probable variations in subsurface conditions between the explorations completed for other studies; variation in subsurface conditions also may occur over time. A contingency for unanticipated conditions should be included in the short plat infrastructure's construction budget and schedule. During construction, sufficient observation, testing and consultation by our firm should be provided to (1) evaluate whether the conditions encountered are consistent with those indicated by the explorations, (2) provide recommendations for design changes if the conditions encountered during construction differ from those anticipated, and (3) evaluate whether earthwork activities comply with contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. ******************* Icicle Creek Engineers 0864002/042314 ,---------------------------------------------------- Merlino Land Development Co., Inc. Attn: Gary Merlino April 23, 2014 Page 8 used. Ecology blocks and Ultra Blocks are typically about 2.5-to 3-feet high and 5-or 6-feet long. ICE can provide design criteria for a gravity-type retaining wall system, if requested. • The proposed retaining wall system, once the final design is known, should be evaluated by ICE for overall stability. • Proper surface and subsurface drainage should be installed to reduce the potential for accumulation of ground water and to reduce the risk of erosion. • New fill should be compacted as Structural Fill. Structural Fill should be compacted to at least 95 percent of the maximum dry density obtained using ASTM Test Method D 1557. • Construction of the retaining wall and fills should be completed during an extended period of dry weather. • ICE should be retained to review the construction plan for the cul-de-sac at the south end of Cedar Avenue South once the design details are available. • ICE should be retained to observe and document the construction of the retaining wall and placement of Structural Fill for the retaining wall at the south end of Cedar Avenue South. 8.2.2 Sensitive Slopes As previously described, all Sensitive Slope areas within the Merlino Property have been eliminated by the Engineered Fill. No recommendations for mitigation are needed. 8.3 COAL MINE HA2ARDS High and Low Coal Mine Hazards exist within portions of the Merlino Property. Coal Mine Hazards are addressed in a separate ICE report dated April 23, 2014. 8.4 LANDSLIDE HAZARDS The designation of a Moderate Landslide Hazard area should be removed because the Engineered Fill has mitigated this hazard designation. No recommendations for mitigation are needed. 8.5 EROSION HAZARDS As described above, the Erosion Hazard area designation applies to the slope created by the Engineered Fill as shown on Figure 2. Except as noted in the next paragraph, the Engineered Slope will not be disturbed by the development process. For this reason, no special erosion control measures are required other than assuring that the no stormwater runoff is allowed to flow to the slope area (other than the planned discharge from the proposed stormwater detention vault into the existing rock-lined ditch that runs parallel to and along the north edge of the existing gravel access road. We recommend that Core Design evaluate planned flow from the stormwater vault and the ability of the existing rock- lined ditch to accommodate this flow. Construction of the cul-de-sac bulb area will require disturbance of (1) the portion of the Erosion Hazard area underlying part of the southwesterly quadrant of the proposed cul-de-sac bulb and (2) the abutting sliver fill area. Proper temporary erosion and sediment control measures in accordance with local regulations should be provided within the project plans for these areas. 8.6 SEISMIC AND VOLCANIC HA2ARDS No Seismic or Volcanic Hazards have been regionally mapped by the City of Renton or field identified by ICE within the Merlino Property. Thus, no recommendations for mitigation are needed. lei c lee r e ekE n gin e e r 5 0864002/042314 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Merlino Land Development Co., Inc. Attn: Gary Merlino April 23, 2014 Page 7 However, site data from those reports was used to supplement our understanding of the site subsurface conditions and was used, in part, as a basis for some of the conclusions in this report. 8.0 CONCLUSIONS AND RECOMMENDATIONS 8.1 GENERAL As previously noted, page 6 of the COB 2009 Technical Memorandum indicated that the Engineered Fill was designed such that residences could be constructed on this fill. CH2M Hill evaluated the stability of the Engineered Fill for sliding, global stability, compound failure, internal stability, and seismic stability. The final design of the Engineered Fill slope required a minimum factor of safety (FOS) of at least 1.5 for all the factors evaluated. 8.2 STEEP SLOPES 8.2.1 Protected Slopes 8.2.1.1 Engineered Fill Slope Most of the Engineered Fill slope that borders the plateau area of the Merlino Property is a Protected Slope according our site observations and the City's Protected Slope definition in RMC 4-11-190. In view of both (1) above-quoted subsection L (Top and Toe Setbacks) of RMC 4-4-060 (Grading, Excavation and Mining Regulations) and (2) our overall assessment of the Engineered Fill, we recommend (a) a building setback of 25 feet from the Engineered Protected Slope area along the west side of all seven of the proposed lots, (b) a building setback of 10 feet from the portion of the Engineered Fill slope area to the north of Lot 1, and (c) a building setback of 10 feet from the portion of the Engineered Fill slope area to the south of Lot 7, as shown on Figure 2. Our above-stated setback distance recommendations are contingent on vegetation in the Protected Slope areas (other than in the general area of the above-noted proposed sliver fill and/or retaining wall to the south and southwest of the southwest edge of the cul-de-sac) not being cut down or otherwise removed. ICE should be contacted to review tree removal plans if selected trees are to be cut down or otherwise removed from the Protected Slope area (other than in the specific area described above for the proposed sliver fill and retaining wall). We recommend that the west edge of the plateau at the crest of the Engineered Slope be slightly bermed/graded to prevent surface water runoff onto the slope from the plateau. Roof downspout drains and footing drains should discharge to a tightline system that discharges away from the Engineered Slope. 8.2.1.2 Protected Slope -Cedar Avenue South In our opinion, the portion(s) of the sliver fill and/or retaining wall proposed to be installed within the Protected Slope area to the south and southwest of the proposed cul-de-sac at the south end of Cedar Avenue South should be approved by the City pursuant to an "exception through waiver" under RMC 4- 3-0S0J.S.d, provided the following design and construction practices are followed in regard to the sliver fill and retaining wall: • The surface of the applicable portion of the Engineered Fill should be stripped of topsoil and sod, with care taken to not damage the reinforcement fabric in the Engineered Fill. • An Ecology block or similar (gravity-type) retaining wall should be used along the south side of the sliver fill where the wall height exceeds 2.5 feet, otherwise a rockery or modular block wall may be Icicle Creek Engineers 0864002/042314 Merlino Land Development Co., Inc. Attn: Gary Merlino April 23, 2014 Page 6 County, Washington," Geologic Quadrangle Map GQ-405) as "undifferentiated glacial sediments" underlain by "Renton Formation" bedrock. Undifferentiated glacial sediments are described by the USGS as consisting of layers of glacial till (ice-deposited silty sand with gravel), glacial outwash (stream- deposited sand and gravel), glaciolacustrine deposits (lake-deposited clay and sand), and nonglacial sand and clay. Renton Formation bedrock is described by the USGS as interbedded (layered) sedimentary rock consisting of sandstone, siltstone, shale, claystone, carbonaceous shale and coal beds. Structurally, the bedrock has been uplifted, folded and faulted over time. This structural deformation of the bedrock has caused the "bedding" of the rock to be tilted about 10 to 14 degrees down to the east in the Merlino Property area. 7.0 SITE CONDITIONS 7.1 SURFACE CONDITIONS Surface reconnaissance of the Merlino Property was completed by Brian Beaman of ICE on April 27, 2009 and again on February 2, 2014. The Merlino Property is located on a west-facing hillside overlooking the City of Renton and is bordered by Cedar Avenue South to the east, the Cedar Crest Condominiums to the north, 1-405 to the west, and undeveloped WSDOT-owned forest land and a Puget Sound Energy (PSE) transmission line easement to the south. Before placement of the Engineered Fill, the portion of the subject property immediately west of Cedar Avenue South was characterized by a steep (60 percent grade) road embankment long-ago-created for Cedar Avenue South, an embankment that was about 5-to IS-feet high and that transitioned to a natural slope inclined downward to the west at about a 20 to 30 percent grade. The natural slope flattened gradually to the west. Mine Rock Fill (Coal Spoils) consisting of broken rock and coal fines were observed during our 2005 field reconnaissance and in Test Pits TP-8, TP-14 and TP-16 that were completed for our 2005 study for GWc. Presently, the Engineered Fill has created a nearly-level plateau area that ranges from about 112 feet to 122 feet east-west abutting the west edge of Cedar Avenue South. This plateau area is where the seven residential lots are planned. From the west edge of the plateau, a slope that ICE field-measured as being about 30 degrees (about 1.75H:IV -horizontal to vertical) extends down to the west toward the 1-405 right-of-way. The plateau area is vegetated with grass. The bordering slope to the north, west and south of the plateau area (the Engineered Fill slope) is generally vegetated with Douglas-fir trees that are about 8-feet high and shrubs. No surface water was observed within the Merlino Property at the time of our 2009 and 2014 site reconnaissance efforts; these efforts included observation of the ground surface before and after the placement of the Engineered Fill. No surface evidence of landsliding was observed within the Merlino Property at the time of our 2009 and 2014 site reconnaissance efforts. 7.2 ABANDONED UNDERGROUND COAL MINES As previously described, abandoned underground coal mines and related coal mine hazards at the Merlino Property are described in a separate Coal Mine Hazard Assessment report by ICE dated April 23, 2014. This report does not duplicate the description of the abandoned coal mines and coal mine hazards set forth in the separate Coal Mine Hazard Assessment report or the results of subsurface explorations (test pits and test borings) that were set forth in reports completed in 2005 and 2009. Icicle Creek Engineers 0864002/042314 ,I I I I I I I I I I I I I I .1 I I ,I I I I I I, I I I I I I I I I I II I I I Merlino Land Development Co., Inc. Attn: Gary Merlino April 23, 2014 Page 5 b. Structures: Distance to structures, if any structures on the site shall be as follows: Slape Height Top Toe Less than 11' 5' 3' 11-30.9' 7' Height/2' 31' and over 10' 15' (Ord. 5526, 2-1-2010) 5.2.1 Sensitive Slopes RMC 4-11-190 defines "Sensitive Slopes" as follows: "A hiffside, or portion thereof, characterized by: (1) an average slope, as identified in the City of Renton Steep Slope Atlas or in a method approved by the City, of twenty five percent (25%) to less than forty percent (40%); or (2) an averoge slope, as identified in the City of Renton Steep Slope Atlas or in a method approved by the City, of forty percent (40%) or greater with a vertical rise of less than fifteen feet (15'), abutting an average slope, as identified in the City of Renton Steep Slope Atlas or in a method approved by the City, of twenty five percent (25%) to forty percent (40%). This definition excludes engineered retaining walls. Sensitive Slopes occurred over much of the Merlino Property prior to placement of the Engineered Fill. However, because of the Engineered Fill, no Sensitive Slopes currently exist within the Merlino Property. 5.3 COAL MINE HAZARDS High and Low Coal Mine Hazards exist within the Merlino Property according to Critical Areas mapping by the City of Renton (Map Gallery -Sensitive Areas) and previous studies of the Merlino Property and adjacent areas by ICE. Coal Mine Hazards are addressed in a separate ICE report dated April 23, 2014. 5.4 LANDSLIDE HAZARDS Prior to placement of the Engineered Fill, the Merlino Property was within a Moderate Landslide Hazard area according to regional Critical Areas mapping by the City of Renton (Map Gallery -Sensitive Areas). Because of the Engineered Fill, the designation of a Moderate Landslide Hazard area should be removed for the Merlino Property. 5.5 EROSION HAZARDS Prior to placement of the Engineered Fill, the Merlino Property was within an Erosion Hazard area according to regional Critical Areas mapping by the City of Renton (Map Gallery -Sensitive Areas). During a recent phone discussion with Steve Lee, Development Engineering Manager of the City of Renton's Community & Economic Development Department's Planning Division, Mr. Lee advised that the Erosion Hazard area designation on the Merlino Property now applies to the slope created by the Engineered Fill. This is reflected on Figure 2. 5.6 SEISMIC AND VOLCANIC HAZARDS No Seismic or Volcanic hazards have been regionally mapped by the City of Renton (Map Gallery - Sensitive Areas) or field identified by ICE within the Merlino Property. 6.0 GEOLOGIC SETTING The surficial geology at the site prior to the placement of the Engineered Fill was mapped by the US Geological Survey (USGS -D. R. Mullineaux, 1965, "Geologic Map of the Renton Quadrangle, King Icicle Creek Engineers 0864002/042314 Merlino Land Development Co., Inc. Attn: Gary Merlino April 23, 2014 Page 4 Slopes -08/13/12)), Coal Mine Hazards (08/07/12), Landslide Hazards (08/12/12) and Erosion Hazards (08/13/12). No Seismic Hazards (RMC 4-3-0S0J.l.d) or Volcanic Hazards (RMC 4-11-220; USGS, 1998, Volcano Hazards from Mount Rainier, Washington, Open-File Report 98-428)are present within the Merlino Property based on the cited references. According to RMC 4-3-0S0J.2, special geotechnical studies by qualified professionals are required to be prepared when Geologic Hazards are present on a site. 5.2 STEEP SLOPES 5.2.1 Protected Slopes RMC 4-11-190 defines "Protected Slopes" as follows: "A hillside, or portion thereof, with on average slope, as identified in the City of Renton Steep Slope Atlas or in a method approved by the City, of forty percent (40%) or greater grade and having a minimum vertical rise of fifteen feet (15 feet)." Protected Slopes within the Merlino Property are currently present as shown on Figure 2. According to RMC 4-3-050J.5.a, generally "Development is prohibited on protected slopes." However, an exception to the prohibition may be granted by the City of Renton under various subsections of RMC 4- 3-0S0J.S, including RMC 4-3-0S0J.S.d, which is a subsection that states: d. Exceptions through Waiver: Exceptions to the prohibition may be gronted for installation of public utilities which are needed to protect slope stability, and public road widening where all the fallowing provisions have been demonstrated: i. The utility or road improvement is consistent with the Renton Comprehensive Plan, adopted utility plans, and the Transportation Improvement Progrom where applicable. ii. Alternative locotions have been determined to be economically or functionally infeasible. iii. A geotechnical evaluation indicates that the proposal will not increase the risk of occurrence of a geologic hazard, and measures are identified to eliminate or reduce risks. iv. The plan for the improvement is based an consideration of the best available science as described in WAC 365-195-905; or where there is an absence of valid scientific information, the steps in RMC 4-9-250F are followed. Subsection L (Top and Toe Setbacks) of RMC 4-4-060 (Grading, Excavation and Mining Regulations) addresses setbacks from the top and toe of cut and fill slopes. Subsection L states: 1. Setbacks -Minimum: The tops and toes of cut and fill slopes shall be set back from setback lines as for as necessary to preserve the setback for the safety and benefit of adjacent properties, the adequacy of foundations, and to prevent damage as a result of water runoff or erosion of the slopes. Setbocks shall be no less than the following: a. Tops 0/ Slopes: Distance to the setback line for the top of slopes shall be a minimum of ten feet (10'). Icicle Creek Engineers 0864002/042314 I I I I I '. I I ,I I I ,I I I -I I I I, I I, I I I I I I I I I I , I i I Merlino Land Development Co., Inc. Attn: Gary Merlino April 23, 2014 Page 3 Bergstorm and Tom Robinson of Mayes filled-in for Mr. Quehl on at least three days. According to the FDT summary sheets, the fill that was placed on each specified day "meets compaction specifications" and/or "generally meets specifications as indicated by the test numbers." Based on our review of the DFRs, Mayes was also checking to "assure that the proper type of Geogrid reinforcing was being used and was not damaged; assure the minimum embedment depth was attained according to approved plans & specs; and check that Geogrid was attached together with the subcontractor using twist ties" at the appropriate spacing. Mayes submitted a construction summary letter dated April 23, 2014 (signed and stamped by Michael S. Dolder, PEl for the Engineered Fill construction monitoring; that letter is included in this report as Attachment B. The Mayes summary letter states that "all work inspected was either (1) performed in accordance with or (2) corrected to conform to the 1-405 Corridor Design Builder's Geotechnical Design Recommendations Memorandum dated 8/14/09." Based on information in the DFRs, it appears that the Engineered Fill mass was substantially completed by October 12, 2009. Based on (1) five Mayes DFRs that were completed after October 12, 2009 and (2) review of 108 date-stamped photographs from October 7 through November 3, 2009, final grading, cutting in and establishing ditchlines, and placement of erosion control fabric on slopes was being completed during that time period. In ICE's June 2005 coal mine hazard assessment completed for GWC (an assessment that included 12 test pits and three test borings in the area of what is now the Merlino Property), we concluded that a "High Coal Mine Hazard Area" as defined in the RMC exists at the south end of Cedar Avenue South. Additional subsurface evaluation (seven test borings completed during 2009 and used for our current coal mine hazard assessment for the Merlino Property) targeted the High Coal Mine Hazard Area at the south end of Cedar Avenue South consistent with RMC 4-3-050J.1 (Geologic Hazards--Applicability) and RMC 4-3-050J.2 (Geologic Hazards--Special Studies Required). 4.0 PROJECT DESCRIPTION We understand that Core Design, Inc. has prepared a conceptual development plan of the Merlino Property dated March 19, 2014 that includes seven residential lots that are proposed to abut Cedar Avenue South's west edge. The lots are positioned within the level, upper area (plateau) of the Engineered Fill. The west edge of all of the proposed lots is approximately located at the crest of the Engineered Fill. As part of the conceptual development plan, Cedar Avenue South is proposed to be widened along its west edge, with the widening to include construction of a cul-de-sac bulb at the south end. To construct the cul-de-sac bulb, a "sliver fill" and retaining wall up to about 6-feet thick/high will be required as shown on Figure 2. The sliver fill is to consist of a tapered thickness of soil fill (up to 6- feet thick) along the downhill side of the cul-de-sac where additional space is needed to provide the required radius for the cul-de-sac. An underground concrete stormwater vault is planned within the cul- de-sac bulb area. Water discharge from the stormwater vault will be to an existing rock-lined ditch that runs parallel to and along the north edge of a portion of the existing WSDOT gravel access road that extends toward WSDOT's stream mitigation area on State-owned property to the south of the Merlino Property. 5.0 REGULATORY ISSUES 5.1 GENERAL Based on regional Critical Areas mapping by the City of Renton (City of Renton Map Gallery -Sensitive Areas) the Merlino Property contains Geologic Hazards including Steep Slopes (Protected and Sensitive Icicle Creek Engineers 0864002/042314 Merlino Land Development Co., Inc. Attn: Gary Merlino April 23, 2014 Page 2 • Provide recommendations for the width(s) of a building setback from the top edge of the Protected Slope area, as appropriate. • Provide recommendations for the mitigation for design of structures in Geologic Hazard areas (primarily Protected Slope). as appropriate. • Evaluate risk associated with Geologic Hazards and the proposed development pursuant to RMC 4- 3-050J.2 3.0 BACKGROUND INFORMATION ICE previously completed coal mine hazard assessments of the subject property for a previous property owner, GWC, Inc. (GWC); the results of those assessments are presented in our reports dated January 17,2005 and June 10, 2005. Those reports included what is currently the Merlino Property as well as additional property that GWC owned to the east and south of the southerly part of what is currently the Merlino Property. ICE also completed a hydrogeologic report for GWC dated March 24, 2006 and a geotechnical report for GWC dated September 30, 2005. In addition, ICE completed a coal mine hazard assessment of the Merlino Property; the results of that assessment are summarized in our report dated April 23, 2014. We understand that, subsequent to the reports we prepared in 2005 and 2006, GWC sold the portion of the GWC property that lies between Cedar Avenue South (and its southerly extension) and Interstate 405 (1-405) to the Washington State Department of Transportation (WSDOT) because preliminary plans for 1-405 widening indicated encroachment into this property depending on final 1-405 roadway configuration and the need for slope support measures. Thereafter, as part of the 1-405 widening project, WSDOT's design-build team for the 1-405 widening project, 1-405 Corridor Design Builders (COB), placed excess soil that was excavated from an adjacent portion of the 1-405 project onto what is now the Merlino Property (property that at the time was owned by WSDOT). The fill was designed as a Reinforced Soil Slope (RSS -the RSS is referred to as the "Engineered Fill" in the remainder of this report) by CDB (with COB joint venturer CH2M Hill providing the 1-405 project's geotechnical engineering). David Halinen, attorney for MLDC, forwarded to ICE a copy of the COB report entitled Technical Memorandum, /-405 Renton Stage 2 Design/Build Project, WSDOT Exchange Property Reinforced Soil Slope, Geotechnical Design Recommendations Memorandum, dated August 14, 2009, a technical memorandum that was prepared specifically for that Engineered Fill. That technical memorandum is attached to this report (Attachment A). Page 6 of the COB Technical Memorandum states an assumption that "structures (e.g., residences) will be constructed on the Engineered Fill in the future" and noted that the factors of safety (FOS) used in the COB Technical Memorandum were based on that assumption. For that purpose, CDB evaluated the stability of the Engineered Fill for sliding, global stability, compound failure, internal stability, and seismic stability. The final design of the Engineered Fill required a minimum FOS of at least 1.5 for all the factors evaluated. Mr. Halinen also arranged for ICE to review electronic copies of construction monitoring reports that were obtained by Chad Webley of Gary Merlino Construction Co., Inc. Based on our review of the construction monitoring reports, the construction monitoring was completed on a full-time basis by Mayes Testing Engineers, Inc. (Mayes) of Tacoma, Washington. We reviewed 39 Daily Field Reports (DFRs) that were prepared by Mayes dating from August 22 through October 19, 2009. Field density tests (FDTs) are included with 34 of the DFRs. Based on our review of the FOTs, a total of 109 in-situ field tests using a nuclear densometer were completed by Dan Quelhl of Mayes. It appears that T. Icicle Creek Engineers 0864002/042314 il I I- f I I II I I I ., I J I I' I' I 1 II I I I I I I, j I I t I I I 1 I ICICLE CREEK ENGINEERS Geotechnical, Geologic and Environmental Services April 23, 2014 Merlino land Development Co., Inc. Attn: Gary Merlino 50501" Ave S, Suite 102 Seattle, Washington 98134-2400 1.0 INTRODUCTION Report Geotechnical Engineering Services Critical Areas Report Merlino Short Plat Proposed 7-lot Residential Development Renton, Washington ICE File No. 0864-002 This report summarizes the results of Icicle Creek Engineers' (ICE's) geotechnical engineering services for a Critical Areas Report related to our evaluation of the Merlino Short Plat (referred to as the Merlino Property in this report) 7-lot Residential Development located southwest of the intersection of South 7th Street and Cedar Avenue South in Renton, Washington. The Merlino Property is shown relative to nearby physical features on the Vicinity Map, Figure 1. The general layout of the Merlino Property is shown on the Site Plan, Figure 2. Our services were completed in general accordance with our Proposal dated January 31, 2014 and were authorized in writing by Gary Merlino of the Merlino land Development Co., Inc. (MlDC) on January 31, 2014. Z.O SCOPE OF SERVICES The purpose of our services was to review available geologic and geotechnical information and complete a site visit as a basis for evaluating Critical Areas (Geologic Hazards) consistent with the City of Renton Municipal Code (RMC) 4-3-050 (Critical Areas Regulations). Our evaluation of Critical Areas provides recommendations for mitigation, as appropriate, for these areas. Specifically, our services included the following: • Review readily available information concerning project site topography, geology, soil conditions and other relevant site characteristics. Published materials include geologic maps prepared by the US Geological Survey and the Washington State Department of Natural Resources, and geotechnical reports prepared for the 1-405 widening project. • Complete a geologic reconnaissance of the property, with particular emphasis on Steep Slope (Protected Slope) areas. • Evaluate the presence of Geologic Hazards including Steep Slopes (Protected and Sensitive Slopes), Coal Mine Hazards, landslide Hazards, Erosion Hazards, Seismic Hazards, and Volcanic Hazards, as defined by the RMC. 129335 NE 20th Street. carnation, Washington 98014 • www.iciclecreekengineers.com • (425) 333·0093 phone. (425) 996-4036 fax I I I I ,I I I, I I I I I I I I I I I I Report Geotechnical Engineering Services Critical Areas Report Merlino Short Plat Proposed 7·Lot Residential Development Renton, Washington April 23, 2014 ICE File No. 0864·002 Prepared For: Merlino Land Development Co., Inc. Prepared By: Icicle Creek Engineers, Inc. I " ~ § I ~h1=======~~===:=r~~_~'~~~r-l~~p~age20~f2 -Soil Profile ' uata Penetration Resistance I ~ (Blows/foot ~ e) ~ Piezometer ~ .~ -~ 5 t-_~;;.;.o ~~4.0~~ tiO~&f-°1.9 c> Installation- Boring B-3 'a Description "5. ~ ~ ~ § -g-~ lit L:o~~nt ~ ~ Gro~~~awater ~ &.3 {!);;; iIl8~.3 ;0 ,0 :0 :0 j~ I, ~~~~40tGG~ra~YSS~IL~TS~T~O;N~E~(R~e~n~to;n~fu~rm:a~tio~n~)----------t;;;;r---r---r---t::~~:::r::f:~---r------~~:.~,~- , ~ ~ )';; I ~= ":;': ~ll- Ii:" .. '"' ~ ~l,~ c E_ 5 o:_~ " .=~ 1······· .. ··· .. ·· .. ·· .. · .. ·· .. ·········---·--··----···.··.·· .............................. .. Brownish-gray SILTSTONE with thin layers of coal (Renton formation) ~~601--BO-ri"-g~-m-p-,ot-.d-"-6-0f-•• -to-"M-.-Y6-,2-00-5------------- • i~ I I I I, I I 'I fo70 fo --- -75 - - ~ ~- g ~~~"~At 11 ofsymhols Icicle Creek Engineers ~ll- Rock Rock Rock - - - - - - - - - Boring Log -Figure A-4 -------~------------------------------------------------------------------------------------------- Boring B-3 ,~, 'i~ II I, ,', Approximate Ground Surface Elevation: 200 feet ,,-Profile f-o ~ ~ i~ k5 ~ ~ ~ ~ Description Forest duff, topsoil and roots (drill cuttings) Brown silty fine SAND (medium dense, moist) drill action indicates gravel from 7 to 10 feet ~ I Ol~·~~~~~~~~~~~~~~~~·~~~ .~~~. ~ .~~~ .~~~~~ .. ~~~~~~~~~~~. ~~~~~~~~~~ ~~~~~~~~~~~ .. ~~~ ~~~~.~. .~, Black COAL (medium dense, mOist) (Renton formation) ... (INTACT COAL -NO, 3 COAL SEAM -NOT MINED) ~ ~ I~IS ~f- 91-Il "' ... ~ ... [J ~20 "~ " j;,';!~ .... f- f-2S ~ l- I- ~ ~30 ~ f- f- ~ ~35 ~~ ,:;1- ~~40 occasional thin layers of carbonaceous shale Ught gray fine-grained SANDSTONE (very dense, (Renton formation) Gray SILTSTONE (Renton formation) II' II iOIl Icicle Creek Engineers , " .. .. SM ROC~ .. ~~ ~2~~7 ~11~~~n ~~~ 11--+-.--1---+--+---1 1--[----1----[----1----1 Rock 25 Rock 19 , Rock 51 Rock Rock Rock Page 101' 2 Piezometer Installation - Ground Water Data Bentonite ~- Surface Seall---'!..f-~ i- , -'I ,- til - f-' .1- :- ."1- I I ,I ,I f I ,I Boring Log -Figure A-41 I I I I I I, I, ~ I i I I I I I I I I I ~ ;; ~ "- .S % ~ 0 -40 - - ~- 1=45 - r- r- r- r-50 r- r- r- !~" t ~--60 r j~ r-65 r- f0- r- r- r-70 r- r- - - r-75 r- - := 8 -80 ;ee I' Ij;lt Soil Profile Description Gray SILTSTONE (Renton formation) .. .... -_ .... Gray SILTSTONE with thin layers of coal (Renton formation) Boring completed at 60 feel on May 5, 2005 ,., , ,001"""", I Icicle Creek Engineers Boring B-2 I, Data .~ 0.0 ~§ .c 3" a.; 0. ~.c E 00 ~8' o E .25 00 g ~" (!l-, (!len <DU en-, · . · . · . · . · . · . · . · . · . · . .. Rock ~ .. · . .. .. Rock ~ Rock ~ Rock [Xl Page 2 01'2 , 20 40~0 .• : ~O ~ Piezometer if Installation - Ground Water "'~l·,u'~n?~~in o \~~~cem60 ;0 Data 9'" - ~ ,0: - ~" ~~ - O:'i '. - 1- i1 Backfill ..... .i- 8 1- ii'~ ~I-¥~ k:-~ ~- ."-: ::: ~- - - - - - - - - - - Boring Log -Figure A-3 ~ Boring A Ground Surtace Elevation: 190 feet a; i : Profile " u- .s .~ 0.0 ~ Description ~ ~.c 0. e E " !!~ 0 Cl..J CliJi ! :0 Forest duff, topsoil and rools (drill cuttings) SM -..... g~~ Brown fine to medium SAND with silt and gravel SP-SM ~ -(medium dense, moist) F ~i' .@ .J -5 -.. -". -, ..... --Black COAL (medium dense, moist) (Renton formation) (INTACT COAL -NO.3 COAL SEAM -NOT MINED) -10 -Rock -- J :15 occasional thin layers of carbonaceous shale Rock ~-• grades to dense E- " "'-.5_ ~ -20 Light gray fine-grained SANDSTONE (very dense, i 0 (Renton formation) Rock 0" E z .. t ... 25 Rock .. ... ... r-7:: I-Gray SILTSTONE (Renton formation) .. r-.. Rock I-30 I-.. .. .. .. I-.. .. .. .. I-.. .. .. .. .. I- f-35 .. Rock .. .. .. .. f- .. I- :£1-.. ~I-.. Rock tJ r-40 S~C Figlll'c 1\-1 t , iOLl 0,"')1111>01, Icicle Creek Engineers B-2 " " _0 ~c 0.= ..25 E '" "," <DO 00.3 26 ~ 34 ~ 50/5" ~ 78/9" ~ I ~ ~ ~ p:~r~~~~1 40 . • ~o '" ~g' '0 ,rl~c:n?f~O~\,n ,0 E~ ~~ • • Page I of 2 Piezometer Installation - Ground Water Data Bentonite ~I- Surface i~ ~I- f- "1 ~I- t1 r~i - Backfll!....., S' ~i,I- 1-1- ·.1- i'i, ~":- tl, ~,i- ~I- ~I- ~ "1 ;::'1-~] .. 1- I- t;l-Ii'~ :0 -:':, .' .. - ' -.'"~ ~, "'- I, \1 ,i I J i I I ,I I! I I I I 'I ,11 I ,I Boring Log -Figure A-31' I '. I I I I i I I I, II I, 'I I I I I, I I 'I li Soil Profile " "- .5 R Description " 0 ~ f-80 Gray SILTSTONE with thin layers of coal h .. (Renton formation) h .. ~f-]~85 f- r r f- f-90 f- f-........ ... . f-Gray SILTSTONE (Renton formalion) 1:95 j= ]= ~ =IOC Ii BlackCO~L (Renton r Gray SILTSTONE (Renton formation) , - - -I Boring completed at 110 feel on May 4, 2005 ---- -110 - - - - _ -115 ~-.,. e':- 0 ~- ~- Q -120 ;C~ !:igure A·I fur " II I "ymh<>'. Icicle Creek Engineers Boring B-1 Page 3 of3 I, Data i 40 I' 40~0 ··~O ~ Piezometer u 0.0 " c Jf Installation - :E ~c _0 Ground Water 0.= ,0 \~i~c:n~:~\,n 10 0. ~.c E ~ ~8' e E .26 Data <!Jill ro 0 <!J.-alO 00.- R'-~,' i! 1- Backfill .... ~~ ~~I- Rock ~ ~' '~~.-~~ I " ( '-~; ~ 9 Rock ~- . , ~- r.~ - · . '. '~ · . · . · . · . '" "'; -· . · . S '" · . · . · . iL '" '" · . · . ,~~ · . '" · . '" ~ -· . '" · . ~-., ' '~~ ~- r,! -;L ~- ~~ ~- ~- !';' -L, 2, , - ~- Boring Log -Figure A-2 Description '" Gray SILTSTONE (Renlon formation) OJ ~ '" co Gray SILTSTONE with thin layers of coal (Renton formation) Icicle Creek Engineers Boring B-1 I 20f3 I 2:' Piezometer ,J il Installation -~~ Ground Water ~~ Data ~~ I 1 I I I I I II I I I ;1 I I I Boring Log -Figure A-21 I I I I I I I I I ., I -0 - ,... 1~ -l ~5 --- r riO r --! ~15 rEr e gr i; "',... L Boring B-1 Ground SurllIee Elevation: 190 reet i : Profile Description Forest duff, topsoil and roots (drill cuttings) Black COAL . .rljl dense, moist) (Renton ~'!.. (tNTACT COAL -NO.3 COAL SEAM -NOT MtNED) occasional thin layers of carbonaceous shale grades to very dense Rock 20 ~ Rock 63 ~ I- IJ Page I of 3 Piezometer Installation - Ground Water Data Bentonite ~-Surface I ~- S~I-~~ ?~ -t1 ''1 - ISoil; B:Baecknfi~ollll";tef.~~~.l ~~~I ~: r- ~' To' 1- ~~i- I i ~ :20 .. .. ... .. .. . "" .............. 1····· .. 1 .. ·· .... · Light-gray, fine-grained SANDSTONE (very dense, mOisl~.. I--I--+-+-t---I (Renton formation) :'~. Rock 50/6" ~ .... - I , I· I !i j zr .r r -25 -I························· .... ............. .................................. . - r r- Io-30 --- ,... r 35 Gray SILTSTONE (Renton formation) I , 8-.. ~ -; Black COAL (Renton ~-Grey SILTSTONE (Renton formation) I ~- , el-40 .\~ ,I" ". I Icicle Creek Engineers Rock [Z] Rock [SJ Rock 'l)-(J' Rock ~!;1 ~: 1- - ~I - :';1- Boring Log -Figure A-2 I I I ATTACHMENT B I I' SUPPLEMENTAL BORING LOGS I I' I I I I I I I ~I I I I I Icicle Creek Engineers 0864001/042314 -~- " I I ~ , , J j , o " N N .~ , -:"1,, I . \\ I \ 1--1 \ ; " I '-..-. ! \ C~\ , , I , i \ i ,l ~, " , ," 1 'l '; i ,,', 1 iU -, - ,.-0 , ' I i - w ~ a:: <C c w o o - ! I I I~ /ch \ .I .n : I ~~~ " .. I I ;;; ~ -'I o~ I W \ \ \r?, ~ I / I ," \ \, '"'" ,i /:g ,/ II_·---';-___ + ____ ---+---~-----I=-' imI-----~--,-----;\----n! I ~ I '. 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T L L T I .-.1/, ~' ,.~.j) ,/ .6 ~ ./ .... ,\ r.o"t' . .? /' to-___ ,... ./ II?I-/' lie!! -------,,., J ' ' T '». 7 ,,~ ( ll~5 t.~25 ""..2.20 :2'15 210 205 200 195 190 185 180 175 170 165 160 155 150 145 140 135 130 125 120 115 11"0 400390380370360350340330320310300290280270260250 240 230 220 21 0 200 190 180 170 160 150 140 130 120 110100 90 80 70 60 50 40 30 20 1 0 0 1 0 20 11 +00 ljf'CO\.\ S~\:>S\.)r rOlClL Sc:c~ 50\\ 0",,1 ~ D-esc...r,p~ cJ) New rd \ @ ® G) ~:es\~\lc...\ So! \ (co\\\Jv;uW\ I ~rll ~l<\-tdv'\ ~rWt~t1~ /I\)VI\C~rA\ WC\St~ FIGURE 3: WSDOT Exchange Property Typical Section I I I ",-,o"-,~,,, __ >_--------__ -------==--=--------~t-~~--T. 23N. R. SE. W.N.. " SOUTHBOUND 1-405 -::::::::::::::;~,~,:.--------------J --__ ' "<''-':,.-,---------------__ --------------L.l!.~_lINE " ~~~~~"-:-'''-CO,--<C:.-''~----~~ NbRTHEiOIJ " I-~_=_~~------___ -----------_______ __=~__==?--==-_~--,I --, ---NO 1-405-' __ 1230 -__ ______ __ ________ 11111111111111'~'I--'--~"~':~.-,':~'--~-1 ~----. -----~-=t--------~---------'. -.".-:.------. -. ---------I....----.!fB40S LINE -,.-----__ _ ----~ .. .. ----:;~-----:;~------~~~~~= ---~~ 7' ~ '" '" , /. j '. lr" . -' \. ). T "- \ -;;;./ T" RtGrrr - -'A Y '-,,~ NOT,-ro-EXC , -Ej~rn..--::r----: '-~r,",EI-4N-HI "" , ~~T-JO--E"'C --:::::::::::::::::::::::: ~_~_ f(F ,llNE So: 3::2 ..:::::-: -- /:7 -/ ~ ~ ~ ~.. ~ =---:::::::::-- is ~ u v /' ~ ~ ~ ~ p- I ~ I ~ RELEASE FOR ~ FINAL DESIGN ·18 ~ PRELIMINARY DESIGN ~ ·18 ~ , ~: , Ls. rc: "" c "'<v. =--:: ') ~ <::::;":w~ ~ ___ _. ___ c; ~ =-- ) BY _._.-._ ....... -....... _--. --"-=-~ -=ij,; ~ I DESIGN CHECKED BY MANAGER: J. BAUMAN DESIGN TASK LEAD: l~ Gl·-~ NO, 10 _ WASH -----I c. HERMOGENES CONTRACT NO K. LORENTSON M. ROHILA PACKAGE: ~ L~~~~~~~~ ~ ~~_~~':':. RFC _ 1 B 7624 ~n ~.E.ST.O." BO.l ..... W Washington State Department of Transportation LEGEND m EXISTING MAJOR CONTOUR --EXISTING MINOR CONTOUR 200 PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR 1-405 IF" 1 1-5 TO SR 169 Igure 1 STAGE 2 -WIDENING AND SR 515 INTERCHANGE \,,;UNIUUf'( _._ AIo.Ir.!.1: <I S~EET ~ ~~a ;~ , I' I I Ii I I I I I I I I 'i I I I I I Appendix C Pond Sizing City of Renton Flow Control Map Rainfall Region & Regional Scale Factor (Figure 3.2.2.A) KCRTS Hydrologic Soils Group Table (Table 3.2.2.8) Mean Annual Storm Precipitation (Figure 6.4.I.A) KCRTS Input Vault Summary Peaks Analysis Durations Analysis v~OZ/60HO :ajea .. , . ' .... - I ,---, eeJ'v UO!lEXaUU\f IE!lUalOd I • ,---- SllWil ,\jl:) uOlua~ r-""l ~-.. - SPJepUelS IOJlU08 MOI~ "luna:) 6U!)t paleJodJo:Ju!un 1/ / l MOI::J walqOJd POOl:! _ (SUO!l!PU0:J palS"U0::l) pJepUElS UO!lEJnO IOJlUO:) MOI;j ~ (SUO!l!puo:) al!S 5U!lS!X3) plepuelS UO!lBJnO IOJluo:) MOl::! 0 (SUO!l!PUO:::> al!S 6unS!X3) pJepUElS IOJlUO:) MOI.:J ele~ )jead 0 SPJepUelS IOJlUOO MOl::! ----- samllJ .. ____ -===_-=== __ , z \ ..... \' I. . \ \'.., "", -, .~. >:--< .~ ... ". • I -. -' ... ' .. , ~ -. r J 1..-.., .. :::: II .,. , --' - :-. 1, ,-f." I I" ',';:: I • t _I -.J -:-r----h'Cc,-¥-... , d '"""""-. , ---- o r- __ 1'-,. I ~!, ~---" ... J __ --- uOJliUI'ISeM a>/e, .. - -- I I I I I I I I I I I I I I I I I I I SECTION 3.2 RUNOFF COMPUTATION AND ANALYSIS METHODS FIGURE 3.2.2.A RAINFALL REGIONS AND REGIONAL SCALE FACTORS ST 1.1 ST 1.1 ST 1.0 Rainfall Regions and Regional Scale Factors [{ZA Incorporated Area ---Gs9 River/Lake Major Road 1/9/2009 2009 Surface Water Design Manual 3-22 3.2.2 KCRTS/RUNOFF FILES METHOD -GENERATING TIM!! SIIRIIIS TABLE 3.2.2.B EQUIVALENCE BETWEEN SCS SOIL TYPES AND KCRTS SOIL TYPES ,::. SCS Soil Type SCS KCRTS Soli Notes Hydrologic Group Soli Group Alderwood (AgB, AgC, AgD) C Till Arents, Alderwood Material (AmB, AmC) C Till Arents, Everett Material (An) B Outwash 1 Beausite (BeC, BeD, Be F) C Till 2 Bellingham(Bh) D Till 3 Briscot (Br) D Till 3 Buckley (Bu) D Till 4 Earlmont (Ea) D Till 3 Edgewick (Ed) C Till 3 Everett (EvB, EvC, EvD, EwC) AlB Outwash 1 Indianola (InC, InA, InD) A Outwash 1 Kitsap (KpB, KpC, KpD) C Till Klaus (KsC) C Outwash 1 Neilton (NeC) A Outwash 1 Newberg (Ng) B Till 3 Nooksack (Nk) C Till 3 Norma (No) D Till 3 Orcas (Or) D Wetland Oridia (as) D Till 3 avail (OvC, OvD, OvF) C Till 2 Pilchuck (Pc) C Till 3 Puget (Pu) D Till 3 Puyallu!, (Py) B Till 3 Ragnar RaC, RaD, RaC, RaE) B Outwash 1 Renton Re) D Till 3 Salal (Sa) C Till 3 Sammamish (Sh) D Till 3 Seattle (Sk) D Wetland Shalcar (Sm) D Till 3 Si (Sn) C Till 3 Snohomish (So, Sr) D Till 3 Sultan (Su) C Till 3 Tukwila (Tu) D Till 3 Woodinville (Wo) D Till 3 Notes: 1. Where outwash soils are saturated or underlain at shallow depth «5 feet) by glacial till, they should be treated as till soils. 2. These are bedrock soils, but calibration of HSPF by King County DNRP shows bedrock soils to have similar hydrologic response to till soils. 3. These are alluvial soils, some of which are underlain by glacial till or have a seasonally high water table. In the absence of detailed study, these soils should be treated as till soils. 4. Buckley soils are formed on the low-permeability Osceola mudflow. Hydrologic response is assumed to be similar to that of till soils. 2009 Surface Water Design Manual 1/9/2009 3-25 I I I I I I I I I I ,I I I t '. I I I I I I I I I I I I I I I I I I I I 6.4.t WETI'ONDS -HASte AND LARGE -MJo:THO!)S OF ANALYSIS FIGURE 6.4.I.A PRECIPITATION FOR M.:AN ANNUAL STORM IN INCHES (FU:T) ST 1.1 0.54" (0.045') rZZl Incorporated Area -.....c:;:3 River/Lake Major Road 0.47" (0.039') 0.47" (0.039') NOTE: Areas east of the easternmost isopluvial should use 0.65 inches unless rainfall data is available for the location of interest LA 1.0 LA 1.2 result, generates large amounts ofrunofr. For this application, till soillypes include Huckley and bedrock soils, and alluvial and outwash soils Ihat have a seasonally high waler table or are underlain at a shallow depth (less than 5 feet) by glacial lill. U.S. Soil Conservation Service (SCS) hydrologic soil groups that are classified as till soils include a few H, most C, and all D soils. See Chapter 3 for classification of specific SCS soil types. 2009 Surface Water Design Manual 119/2009 6-71 I I I I I I I I I I I I I I I I I I I KCRTS Program ... File Directory: C:\KC_SWDM\KC_DATA\ [C] CREATE a new Time Series ST 1. 50 0.00 0.000000 0.00 0.00 0.000000 0.00 0.00 0.000000 0.00 0.00 0.000000 0.00 0.00 0.000000 0.00 0.00 0.000000 0.00 0.00 0.000000 0.10 0.00 0.000000 04139M Pre.tsf T 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies 04139M Pre.tsf 04139M_Pre.pks [R] RETURN to Previous Menu [C] CREATE a new Time Series ST 0.00 0.00 0.00 0.00 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.95 0.00 04139M Dev.tsf T 1. 00000 T 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies 0413 9M Dev. tsf 04139M_Dev.pks [R] RETURN to Previous Menu [C] CREATE a new Time Series ST 0.00 0.00 0.00 0.00 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.95 0.00 04139M Dev15.tsf T 1.00000 F 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 0.000000 Till Forest Till Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Impervious Till Forest Till Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Impervious Till Forest Till Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Impervious Page I [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies 04139M Dev15.tsf 04l39M_Dev15.pks [D] Compute Flow DURATION and Exceedence 04139M Pre.tsf 04139M Pre.dur F F 0.0036 0.0315 36 [R] RETURN to Previous Menu Page 2 I I I I I I I I I , I I I I I I I I I I I I Retention/Detention Facility I Type of Facility: Detention Vault I Facili ty Length: 56.00 ft Facility Width: 40.00 ft Facility Area: 2240. sq. ft Effective Storage Depth: 7.00 ft I Stage 0 Elevation: 216.00 ft Storage Volume: 15680. cu. ft Riser Head: 7.00 ft I Riser Diameter: 12.00 inches Number of orifices: 3 Full Head Pipe I Orifice * Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.75 0.040 2 4.00 0.81 0.031 4.0 I 3 5.10 0.94 0.033 4.0 Top Notch Weir: None Outflow Rating Curve: None I Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) I 0.00 216.00 O. 0.000 0.000 0.00 0.01 216.01 22. 0.001 0.001 0.00 0.02 216.02 45. 0.001 0.002 0.00 I 0.03 216.03 67. 0.002 0.003 0.00 0.04 216.04 90. 0.002 0.003 0.00 0.05 216.05 112. 0.003 0.004 0.00 0.06 216.06 134. 0.003 0.004 0.00 I 0.20 216.20 448. 0.010 0.007 0.00 0.34 216.34 762. 0.017 0.009 0.00 0.47 216.47 1053. 0.024 0.011 0.00 I 0.61 216.61 1366. 0.031 0.012 0.00 0.75 216.75 1680. 0.039 0.013 0.00 0.89 216.89 1994. 0.046 0.014 0.00 I 1. 02 217.02 2285. 0.052 0.015 0.00 1.16 217.16 2598. 0.060 0.016 0.00 1. 30 217.30 2912. 0.067 0.017 0.00 1. 44 217.44 3226. 0.074 0.018 0.00 I 1. 57 217.57 3517. 0.081 0.019 0.00 1. 71 217.71 3830. 0.088 0.020 0.00 1. 85 217.85 4144. 0.095 0.021 0.00 I 1. 98 217.98 4435. 0.102 0.021 0.00 2.12 218.12 4749. 0.109 0.022 0.00 2.26 218.26 5062. 0.116 0.023 0.00 2.40 218.40 5376. 0.123 0.024 0.00 I 2.53 218.53 5667. 0.130 0.024 0.00 2.67 218.67 5981. 0.137 0.025 0.00 2.81 218.81 6294. 0.144 0.026 0.00 I 2.94 218.94 6586. 0.151 0.026 0.00 I I 3.08 219.08 6899. 0.158 0.027 0.00 I 3.22 219.22 7213. 0.166 0.027 0.00 3.36 219.36 7526. 0.173 0.028 0.00 I 3.49 219.49 7818. 0.179 0.029 0.00 3.63 219.63 8131. 0.187 0.029 0.00 3.77 219.77 8445. 0.194 0.030 0.00 I 3.91 219.91 8758. 0.201 0.030 0.00 4.00 220.00 8960. 0.206 0.031 0.00 4.01 220.01 8982. 0.206 0.031 0.00 4.02 220.02 9005. 0.207 0.031 0.00 I 4.03 220.03 9027. 0.207 0.033 0.00 4.04 220.04 9050. 0.208 0.034 0.00 4.05 220.05 9072. 0.208 0.035 0.00 I 4.06 220.06 9094. 0.209 0.035 0.00 4.07 220.07 9117. 0.209 0.035 0.00 4.08 220.08 9139. 0.210 0.036 0.00 I 4.21 220.21 9430. 0.216 0.040 0.00 4.35 220.35 9744. 0.224 0.042 0.00 4.49 220.49 10058. 0.231 0.045 0.00 4.63 220.63 10371. 0.238 0.047 0.00 I 4.76 220.76 10662. 0.245 0.049 0.00 4.90 220.90 10976. 0.252 0.051 0.00 5.04 221.04 11290. 0.259 0.052 0.00 I 5.10 221.10 11424. 0.262 0.053 0.00 5.11 221.11 11446. 0.263 0.054 0.00 5.12 221.12 11469. 0.263 0.054 0.00 5.13 221.13 11491. 0.264 0.055 0.00 I 5.14 221.14 11514. 0.264 0.057 0.00 5.15 221.15 11536. 0.265 0.058 0.00 5.16 221.16 11558. 0.265 0.060 0.00 I 5.17 221.17 11581. 0.266 0.060 0.00 5.18 221.18 11603. 0.266 0.061 0.00 5.32 221. 32 11917. 0.274 0.067 0.00 5.45 221.45 12208. 0.280 0.071 0.00 I 5.59 221.59 12522. 0.287 0.075 0.00 5.73 221.73 12835. 0.295 0.079 0.00 5.86 221.86 13126. 0.301 0.082 0.00 I 6.00 222.00 13440. 0.309 0.085 0.00 6.14 222.14 13754. 0.316 0.088 0.00 6.28 222.28 14067. 0.323 0.091 0.00 I 6.41 222.41 14358. 0.330 0.094 0.00 6.55 222.55 14672. 0.337 0.096 0.00 6.69 222.69 14986. 0.344 0.099 0.00 6.83 222.83 15299. 0.351 0.101 0.00 I 6.96 222.96 15590. 0.358 0.104 0.00 7.00 223.00 15680. 0.360 0.104 0.00 7.10 223.10 15904. 0.365 0.414 0.00 I 7.20 223.20 16128. 0.370 0.979 0.00 7.30 223.30 16352. 0.375 1.710 0.00 7.40 223.40 16576. 0.381 2.500 0.00 7.50 223.50 16800. 0.386 2.790 0.00 I 7.60 223.60 17024. 0.391 3.040 0.00 7.70 223.70 17248. 0.396 3.280 0.00 7.80 223.80 17472. 0.401 3.500 0.00 I I I I I I I I I I I I I I I I I 7.90 223.90 17696. 0.406 3.710 0.00 8.00 224.00 17920. 0.411 3.900 0.00 8.10 224.10 18144. 0.417 4.090 0.00 8.20 224.20 18368. 0.422 4.270 0.00 8.30 224.30 18592. 0.427 4.440 0.00 8.40 224.40 18816. 0.432 4.600 0.00 8.50 224.50 19040. 0.437 4.760 0.00 8.60 224.60 19264. 0.442 4.910 0.00 8.70 224.70 19488. 0.447 5.060 0.00 8.80 224.80 19712. 0.453 5.200 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev 1 0.59 ******* 0.42 7.10 223.10 2 0.29 ******* 0.10 6.94 222.94 3 0.29 0.10 0.09 6.09 222.09 4 0.35 ******* 0.07 5.46 221. 46 5 0.31 ******* 0.07 5.32 221. 32 6 0.18 0.06 0.04 4.10 220.10 7 0.23 ******* 0.03 3.31 219.31 8 0.25 ******* 0.02 2.52 218.52 ---------------------------------- Route Time Series through Facility Inflow Time Series File:04139m dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 0.586 CFS at Peak Outflow Discharge: 0.419 CFS at Peak Reservoir Stage: 7.10 Ft Peak Reservoir Elev: 223.10 Ft Peak Reservoir Storage: 15906. Cu-Ft 0.365 Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac Ac-Ft (Cu-Ft) (Ac-Ft) 15906. 0.365 15535. 0.357 13650. 0.313 12230. 0.281 11912. 0.273 9189. 0.211 7414. 0.170 5637. 0.129 6:00 on Jan 9 in Year 8 9:00 on Jan 9 in Year 8 ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak - -Peaks - -Rank Return Prob (CFS) (CFS) (ft) Period 0.103 2 2/09/01 20:00 0.419 7.10 1 100.00 0.990 0.028 7 12/28/01 18:00 0.103 6.94 2 25.00 0.960 0.071 4 3/06/03 22:00 0.087 6.09 3 10.00 0.900 0.024 8 8/26/04 7:00 0.071 5.46 4 5.00 0.800 0.037 6 1/05/05 16:00 0.067 5.32 5 3.00 0.667 0.067 5 1/18/06 23:00 0.037 4.10 6 2.00 0.500 0.087 3 11/24/06 8:00 0.028 3.31 7 1. 30 0.231 0.419 1 1/09/08 9:00 0.024 2.52 8 1.10 0.091 Computed Peaks 0.313 7.07 50.00 0.980 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence Probability I CFS % % % I 0.002 36988 60.320 60.320 39.680 0.397E+00 0.004 4075 6.645 66.965 33.035 0.330E+00 I 0.007 4660 7.599 74.565 25.435 0.254E+00 0.010 3838 6.259 80.824 19.176 0.192E+00 0.013 4025 6.564 87.387 12.613 0.126E+00 0.016 2727 4.447 91.835 8.165 0.817E-01 I 0.019 1561 2.546 94.380 5.620 0.562E-01 0.022 1246 2.032 96.412 3.588 0.359E-01 0.025 726 1.184 97.596 2.404 0.240E-01 I 0.028 664 1.083 98.679 1. 321 0.132E-01 0.030 440 0.718 99.397 0.603 0.603E-02 0.033 56 0.091 99.488 0.512 0.512E-02 I 0.036 21 0.034 99.522 0.478 0.478E-02 0.039 35 0.057 99.579 0.421 0.421E-02 0.042 43 0.070 99.649 0.351 0.351E-02 0.045 18 0.029 99.679 0.321 0.321E-02 I 0.048 29 0.047 99.726 0.274 0.27 4E-02 0.051 24 0.039 99.765 0.235 0.235E-02 0.053 41 0.067 99.832 0.168 0.168E-02 I 0.056 8 0.013 99.845 0.155 0.155E-02 0.059 4 0.007 99.852 0.148 0.14 8E-02 0.062 9 0.015 99.866 0.134 o .134E-02 I 0.065 10 0.016 99.883 0.117 o .117E-02 0.068 8 0.013 99.896 0.104 0.104E-02 0.071 11 0.018 99.914 0.086 0.864E-03 0.074 4 0.007 99.920 0.080 0.799E-03 I 0.076 6 0.010 99.930 0.070 0.701E-03 0.079 6 0.010 99.940 0.060 0.603E-03 0.082 10 0.016 99.956 0.044 0.440E-03 I 0.085 5 0.008 99.964 0.036 0.359E-03 0.088 6 0.010 99.974 0.026 0.261E-03 0.091 2 0.003 99.977 0.023 0.228E-03 0.094 2 0.003 99.980 0.020 o . 196E-03 I 0.097 3 0.005 99.985 0.015 0.147E-03 0.100 3 0.005 99.990 0.010 0.978E-04 0.102 4 0.007 99.997 0.003 0.326E-04 I Duration Comparison Anaylsis Base File: 04139m_pre.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS I -----Fraction of Time--------------Check of Tolerance------- Cutoff Base New %Change Probability Base New %Change I 0.031 0.61E-02 0.52E-02 -14.4 I 0.61E-02 0.031 0.030 -3.5 0.037 0.48E-02 0.46E-02 -3.8 I 0.48E-02 0.037 0.036 -3.0 0.043 0.37E-02 0.33E-02 -8.5 I 0.37E-02 0.043 0.041 -5.1 I 0.049 0.27E-02 0.25E-02 -7.8 I 0.27E-02 0.049 0.048 -2.9 0.055 0.20E-02 0.16E-02 -20.7 I 0.20E-02 0.055 0.052 -6.7 0.062 0.14E-02 0.14E-02 -2.3 I 0.14E-02 0.062 0.061 -0.6 0.068 0.99E-03 0.10E-02 4.9 I 0.99E-03 0.068 0.068 0.8 I 0.074 0.80E-03 0.80E-03 0.0 I 0.80E-03 0.074 0.074 0.8 0.080 0.55E-03 0.59E-03 S.9 I 0.SSE-03 0.080 0.080 0.9 0.086 0.38E-03 0.34E-03 -8.7 I 0.38E-03 0.086 0.08S -0.9 I I I I I I I I I I I I I I I I I I I I I 0.092 0.098 0.104 o .1l0 0.15E-03 0.98E-04 0.65E-04 0.16E-04 0.23E-03 o .llE-03 O.OOE+OO O.OOE+OO 55.6 16.7 -100.0 -100.0 0.15E-03 0.98E-04 0.65E-04 0.16E-04 0.092 0.098 0.104 o .1l0 Maximum positive excursion ~ 0.006 cfs ( 6.4%) occurring at 0.092 cfs on the Base Data:04139m_pre.tsf and at 0.097 cfs on the New Data:rdout.tsf Maximum negative excursion ~ 0.004 cfs (-10.8%) occurring at 0.035 cfs on the Base Data:04139m_pre.tsf and at 0.031 cfs on the New Data:rdout.tsf Route Time Series through Facility Inflow Time Series Fi1e:04139m dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 0.586 CFS Peak Outflow Discharge: 0.419 CFS Peak Reservoir Stage: 7.10 Ft Peak Reservoir Elev: 223.10 Ft at at Peak Reservoir Storage: 15906. Cu-Ft 0.365 Ac-Ft Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac 6:00 on Jan 9:00 on Jan 9 9 0.097 0.100 0.101 0.103 in Year in Year 8 8 6.4 1.9 -2.2 -5.8 ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks - -Rank Return Prob (CFS) (CFS) (ft) Period 0.103 2 2/09/01 20:00 0.419 7.10 1 100.00 0.990 0.028 7 12/28/01 18:00 0.103 6.94 2 25.00 0.960 0.071 4 3/06/03 22:00 0.087 6.09 3 10.00 0.900 0.024 8 8/26/04 7:00 0.071 5.46 4 5.00 0.800 0.037 6 1/05/05 16:00 0.067 5.32 5 3.00 0.667 0.067 5 1/18/06 23:00 0.037 4.10 6 2.00 0.500 0.087 3 1l/24/06 8:00 0.028 3.31 7 1. 30 0.231 0.419 1 1/09/08 9:00 0.024 2.52 8 1.10 0.091 Computed Peaks 0.313 7.07 50.00 0.980 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS % % % 0.002 36988 60.320 60.320 39.680 0.397E+00 0.004 4075 6.645 66.965 33.035 0.330E+00 0.007 4660 7.599 74.565 25.435 0.254E+00 0.010 3838 6.259 80.824 19.176 0.192E+00 0.013 4025 6.564 87.387 12.613 0.126E+00 0.016 2727 4.447 91. 835 8.165 0.8l7E-Ol 0.019 1561 2.546 94.380 5.620 0.562E-Ol 0.022 1246 2.032 96.412 3.588 0.359E-Ol I 0.025 726 1.184 97.596 2.404 0.240E-01 I 0.028 664 1.083 98.679 1. 321 o .l32E-01 0.030 440 0.7l8 99.397 0.603 0.603E-02 I 0.033 56 0.091 99.488 0.512 0.512E-02 0.036 21 0.034 99.522 0.478 0.478E-02 0.039 35 0.057 99.579 0.42l 0.421E-02 I 0.042 43 0.070 99.649 0.351 0.351E-02 0.045 18 0.029 99.679 0.321 0.321E-02 0.048 29 0.047 99.726 0.274 0.274E-02 0.051 24 0.039 99.765 0.235 0.235E-02 I 0.053 41 0.067 99.832 0.168 0.168E-02 0.056 8 0.013 99.845 0.155 0.155E-02 0.059 4 0.007 99.852 0.148 o .148E-02 I 0.062 9 0.015 99.866 o .l34 0.134E-02 0.065 10 0.016 99.883 o .ll7 o. II 7E-02 0.068 8 0.0l3 99.896 0.104 0.104E-02 0.07l II 0.018 99.914 0.086 0.864E-03 il 0.074 4 0.007 99.920 0.080 0.799E-03 0.076 6 0.010 99.930 0.070 0.701E-03 0.079 6 0.010 99.940 0.060 0.603E-03 I 0.082 10 0.016 99.956 0.044 0.440E-03 0.085 5 0.008 99.964 0.036 0.359E-03 0.088 6 0.010 99.974 0.026 0.261E-03 I 0.091 2 0.003 99.977 0.023 0.228E-03 0.094 2 0.003 99.980 0.020 0.196E-03 0.097 3 0.005 99.985 0.015 0.147E-03 0.100 3 0.005 99.990 0.010 0.978E-04 I 0.102 4 0.007 99.997 0.003 0.326E-04 I I I I I I I I I ---------- ------------~------ Return Period 2 5 10 20 50 100 Q I I I! 10 ~Io rdout.pks in Sea-lac -0 04139M_Pre.pks '" o o ;; U J 0 0 0 0 0 000 '" 0 0 00 0 8 10-~ iii i I I i I I I i I I 1 2 5 10 20 30 40 50 60 70 80 90 95 98 99 Cumulative Probability OJ e> CC1 .c; () rJl (5 o o ~-I--------~~~---------------o 00 rdout.dur <> 04139M Pre.dur 0 o-I------------------~----------------------------------o co O-I------------------------D------------------------------- o 000 ______ _ ~ O~ ___________________________ ~~ ________________________ _ o 00 ______ __ N O:~ ______________________________________ ~~ ____________ _ o o o O-!-~r-~~~--~"~~--~~~~--'-,,~Trrr--r'-rr~ I I I I I I I I I ''''I I I I I I "I I I I I II 1 0 -5 10 -3 10 -2 10 -1 100 Probability Exceedence I I I I I I II I I I I I' I I I I I I I I I I I Appendix 0 I Conveyance Calculations I I I I I I I I I I I I I -- - - - - -- ----- - - ----BACKWATER CALCULA nONS PROJECT NAlli:, Merlino Short Plat PREPARED BY: S:\1 PROJECT "UMBER 041J9\f DESIC:-.' STOR\1 100 YEAR PIPE E:"oTRASCE E!Io'TRANCE l:XIT OUTLET IJliLET APPROACH BEND JUNCTION S£GMF.!'oT PIPE PIPE .'\fANNING'S OUTLET INLET PIPE FlJL.I. VELOCITY TAIL WATER FRICfIO:<; HCI. "CA" IIEAD CONTROL COJ\"rROL VELOCITY HEAD H-"AD IIt:ADWATER RIM FRO.'\-! TO Q U:!'IGTH SIZ}: "n" tU:VATION ELEVATION AREA VF.LOCITY IIEAD [!.EVATIOS 1.0SS El.EVATI()N LOSS LOSS ELEVATION ELEVATION HEAD LOSS LOSS ELEVATION EI.EVATION I FREEBOARD CB CB (CFS) (FT) U.s) VALUr. (FJ') in) (SQFf) (FT/SEC) (FT) wn ,IT, WD ,IT) (FT) (YO ,IT) (FT) Wf) Wf) (FT) (IT) (tT) 'AUL CBI 3.12 " 0.012 ~20.70 220.74 0.79 3.97 0.25 222.30 U.03 222.33 0.12 0.25 "22.70 222.03 0.00 0.32 0.00 223.Q2 227.811 4.79 CBI CB2 3.12 " " 0.012 220.74 2~UJ 0.79 3.97 O.~5 223.02 0.38 223.41 0,12 0,25 223.77 222,62 0.20 000 I 0.021 m60J 228.98\ 5.38 CB2 CBJ 2.83 " " 0.012 2213) 2~3,50 0.79 ),60 0.10 n3.15O 0.19 224.50 010 0,20 224,80 224.66 0.071 0.00 I 0.1)91 214.83 1 ::'.30.00 I 5.17 CBJ CB' L6~ '" " 0.012 223.50 226.97 0.79 2.09 0.07 224,83 0.32 227.97 0.03 0.07 228.07 227.97 0.00 I 0.00.1-0001 228.0U-232.911 4.84 CB2 CBS 0.33 " " 0.012 221.3) 221.57 0.79 0.42 0.00 223m 0.00 223.03 00<) 0.00 223.03 222.57 0.00 1 oooT 000 r mmT 227.50T 4.47 CBS CBO 0,33 55 " 0.012 221.57 22].90 0.79 0.42 0.00 223.Q3 0.00 n3.04 0.00 0.00 223.04 222.90 000 0.00 0.00 223.04 224.90 1.86 STORM CONVEYANCE SYSTEM DESIGN I LOCATION J DESIGN STORM YEAR: I OBNAME: Merlino Sbort Plat JOB NUMBER: 04139M PREPARED BY: SUM ~EATTLE/IOO YEAR I INCRFMENTAL RU:<oOFF EFF'tCTI\'£ ll)lEOI" RAIN"FALL TlUBUTAR¥ ..... PWE "" ACfUAL TRAVEL PIPE CAPACITY SUMMARY PIPE SEGME1'o'T AREA COEmClDfr AREA SUM OF CONe. INTENSITY FLOW MA!I(:o.'ING'S DIAMETER ,0.0'" LE.,"GTH VELOCITY TIM' Q(FULL) V(F1JLL) Q(ACT)lQ(FULL) !'ROM TO (ACRES) "C" (A 0c) (A oq (MI!"UT£S) (lNfURI (eFS) fta" (lNCIIES) (PIi:RCFH'IT) (FEEl) (Ff/SEC) (ML"'IUTES) (CFS) (FfiS£C) (PERCE.YO CB4 CB3 0.80 0.64 0.511 0.512 6.30 3.21 1.642 0.012 12 2.200 158 6.23 0.42 5.725 7.29 28.7% CB3 CB2 0.63 0.64 OA03 0.915 6.72 3.10 2.833 0.012 12 6.)00 35 10.55 0.06 9.688 12.33 29.2% , CB6 CB5 0.16 0.64 0.102 0.102 6.30 3.21 0.328 0.012 12 0.600 55 2.40 0.38 2.990 3.81 1l.()O/o CB5 CB2 0.00 0.64 0.000 0.102 6.68 3.11 0.318 0.012 12 0.500 48 2.19 0.37 2.729 3.47 Il.7"/J CBl CBI 0.00 0.64 0.000 1.018 6.78 3.08 3.136 0.012 12 1.000 59 12.75 0.08 3.860 4.91 81.2% CBI VAULT 0.00 0.64 0.000 1.018 6.85 3.06 3.116 0.012 12 1.000 4 __ 5....:45 O~ 3.860 4.91 80.7% 2/20/2015 CORE DESIGN, INC. PAGEl -- - --- - - - - ---- - - - - - I I I I I I I I I I I I I I I I I I Appendix E Special Reports and Studies Drainage Design for the WSDOT Exchange Property 1-405 to SR 169 Stage 2 Widening and SR 515 Interchange Project July 29, 2009 Revised August 13,2009, July 7, 2010 Prepared By: 1-405 Corridor Design-Builders Geological Engineering Services Coal Mine Hazard Assessment Merlino Short Plat Proposed 7-Lot Residential Development Renton, Washington April 23, 2014 Prepared By: Icicle Creek Engineers, Inc. Geotechnical Engineering Services Critical Areas Report Merlino Short Plat Proposed 7-Lot Residential Development Renton, Washington April 23, 2014 Prepared By: Icicle Creek Engineers, Inc. I I I I I I I I I I I I I I I I I I I Appendix A3.9.3 Conveyance Analysis Downstream of Washington Exchange Property I I I I I I I I I I I I I I I I I I I TECHNICAL MEMORANDUM Drainage Design for the WSDOT Exchange Property 1-405/1-5 to SR 169 Stage 2 -Widening and SR 515 Interchange Project TO: Alan Black/WSDOT FROM: Reid Adams/COB COPIES: Jim Bauman/COB CONTRACT NUMBER: 0007624 DATE: July 29, 2009 Revised August 13, 2009 Revised July 7, 2010 IIlCPIRII 4/25/ ~1I1 ~ This memorandum is an updated version of the previous memorandum submitted for Final Design Package 1 B in August 2009. The update reflects the fmal design of the project as submitted in Released for Construction Package 3D (April 2, 2010). This memorandum provides an overview of Corridor Design Builders (COB) drainage design and supporting calculations to supplement the WSDOT utility permit for the development of the WSDOT Exchange Property (WEP). Attached are drainage area and sub-basin maps for the property, hydrologic calculations, and ditch conveyance and stability calculations (Attachment A). Also included is a downstream analYSis of the existing 1-405 drainage system that the proposed WEP drainage system discharges into (Attachment B). The WEP is located in the Cedar River Threshold Discharge Area (TDA) Cl. (See sheet AI). The Cedar River basin is a flow control exempt basin according to the WSDOT Highway Runoff Manual (2008), Table 3-5; therefore, flow control is not required for the development of the property. What is required, however, is an analysis to assess the downstream capacity of the existing WSDOT drainage system and to det~mine if the increased flowrates due to COB's proposed development of the property can be conveyed by the existing system. This memorandum and supporting calculations document the analysis. COB's proposed development of the WEP site includes filling the site with excavated material from other areas of the project, and creating a level surface (approximately 450 feet long by 110 feet wide) with fill material. The current plan for developing the site is a vegetated level surface, with vegetated side slopes. This stage of development is referred to REV 1 A3.9.3·' in this memorandum as the "proposed conditions". All calculations are based on this level of development. The results of the hydrologic and hydraulic analysis show that the downstream existing drainage system has adequate capacity for the development of the WEP site to grass conditions. Therefore, no flow control facilities are required for the proposed development. Any future development of the property which could increase stormwater runoff rates and/ or volumes, would require an additional downstream analysis to determine if the WSDOT drainage system has adequate capacity, and may require flow controls to meet the WSDOT or City or Renton requirements. Existing Conditions The WEP is a vacant undeveloped parcel located east of I-405 between Cedar Avenue South and I-405 (stations 1226 to 1232). The site is approximate 3.9 acres. Existing land cover : within the property is second growtJ:t forested. The property has an average slope of 4:1 from east to west with small drainage channels that convey runoff west toward 1-405. Stormwater runoff flows in small channels within the property and then into the ditch and gutter system along the east shoulder of the I-405 NB lanes. The 1-405 drainage system flows north to the Spill Containment Pond located near station NB 405 1255, and then into the Cedar River. This system is located in IDA C1. Along the upper east side of the property, stormwater runoff along Cedar Avenue South and the adjacent properties to the east flows into the Cedar Avenue stormdrain system and then to a small channel at the southeast end of the WEP. This drainage system flows into an un-named tributary to Thunder Hills Creek. Since runoff from Cedar Avenue South is curbed, and does not flow onto the WEP property, this street is located in the Springbrook Creek TDA (52). The figure on page Al shows the existing topography of the property and the drainage flowpaths and drainage basin boundaries. Hydrologic calculations and peak flowrates are shown in Table I below. Proposed Conditions The WEP will be constructed with fill material excavated from the proposed NB 1-405 on ramp from Talbot Road, and graded as shown on the grading plans. A perimeter ditch will be graded into the toe of the slope to convey flows from the site to the downstream system. The top surface of the site will be relatively flat, sloping towards the southeast to a new ditch along Cedar Avenue. The side slopes of the constructed embankment will vary from a 1.5H:1V to 2H:IV. The proposed conditions for this site will remain pervious for this project. The top and side slopes will be vegetated with trees and brushes; however, grass cover values were used in hydrologic calculations to cheek the higher flows during the interim condition (immediately after construction). The perimeter ditch will be rock-lined where the profile slopes are steep and grassed-lined with coir matting when slopes are moderate to flat. The proposed perimeter ditches convey flows for the entire property to a low point. At this location, a large catch basin with debris cage will be installed in the ditch that discharges to a stormdrain that will connect to the 1-405 drainage system. STORMDRAlN.CALCS.MEMO.WEPUTllITYPERMIT 2 REV 1 A3.9.3-2 I I I I I I I I I I I I I I I I I I I ~-------------------------------------------------------------------------- I I I I I I I I I I I I I I I I I I I Drainage plan DR-0-27 shows the storm drain and ditch layouts for the WEP, and DR-0-28 shows the ditch profiles and sections. The area breakdown for the ditch capacity analysis is shown on page A3, and the peak flow rates are summarized in Table 1 below. Table 1. WSOOT Exchange ProperlY Areas and Flowrates Peak Flow Rate (cfs) Remarks Area 10 Area CN Land Cover 10-year 100-year WEP-Existing 3.89 73 WoodsLFalr 0.39 0.9 A-OR03-71PJ 1.31 86 Grass cover Good 0.38 0.61 A-OR03-71 p2 0.39 92 Grass cover Fair 0.21 0.31 See Note 2. A-OR03-71 p3 0.38 92 Grass cover Fair 0.21 0.3 See Note 2. A-OR03-71 p4 0.33 92 Grass cover Fair 0.18 0.26 See Note 2. A-OR03-7~5 1.48 92 Grass cover Fair 0.8 1.17 See Note 2 .. WEP -Proposed 3.89 -- -- 1.76 2.63 Changes of Peak Flow Rate (proposed -existing) 1.37 1.73 Note: 1. All land cover Is Hydrological Soil Group C. See HRM Table 48-2 for CN value. 2. CN value increased (from 90 to 92) to represent the initial phase of completed steep cut slope. Drainage Calculations Attachment A contains the hydrologic calculations for the WEP, as well as the ditch conveyance and stability calculations. A site plan (page A3) shows the drainage sub-areas, ditch flow lines, TDA boundaries, and hydrologic calculations. Stormshed was used to perform the hydrologic calculations for each ditch segment. The Stormshed node networks are shown on pages A4 -AS, and input and output data are shown on pages A6 -A14. At various analysis points along the ditches, flow rates calculated from Stormshed were input into ditch conveyance and stability worksheets (A15 -A24) to estimate velocities and normal depths. Shear stress was then estimated to select ditch lining for erosion protection. The 100-year storm peak flow rates were used in the ditch conveyance and stability worksheets. The results indicate slopes greater than 6% require rock lined trapezoidal ditch sections (quarry spalls) to protect the ditches from channel erosion. Grass lined V-ditch . sections with coir matting will be adequate to protect the ditches less than 6%. At the downstream analysis point ("DR03-71"), flo~s will be piped from the site area towards the i-405 drainage system. This system will then convey flows to the Cedar River system. The profile of structure DR03-71 is shown on drainage profile sheet DR-O-IO. Downstream Analysis Attachment B contains the hydrologic and hydraulic analysis of the WSDOT downstream drainage system between structure DR03-71 (WEP property) and the existing 1-405 Spill Containment Pond. The storm drainage system along 1-405 downstream of DR03-71 will be a combination of new and existing pipes. Attachment B includes the hydrologic and STORMDRAIN_CAlCS_MEMO_Wf.PUTIUTYPERMIT 3 REV 1 A3.9.3-3 hydraulic analysis from the Stonn Drain Design Spreadsheet Program. Developed 25-year flows modeled as grass land cover were routed through the storm drain system to check if the existing system has adequate capacity. A backwater analysis was also performed for 100-year flows to check for surcharge conditions at critical locations. The results show the existing WSDOT storm drain has excess capacity to convey the drainage from the graded and re-vegetated WEP site. Backwater results from the 100-year storm show that the existing catch basin DR05-E17 (sag location on SR405 inside shoulder at approx station 1251 +25) has the smallest freeboard of 1.03 ft. This is acceptable because the flows are contained within the conveyance system. Attachment B includes the following: • Sheets B1 -B3: RFC'd Storm drain plan sheets with the highlighted route of the downstream system with structure IDs; • Sheets B4 -B8: Profiles of WSDOT's storm drain downstream of the WEP to the Spill Containment Pond; • Sheets B9 -Bll: Storm drain catchment area figures (including the WEP), identified with structure numbers and drainage areas; • Sheets B12 -B14: Storm Drain Design Spreadsheet Program input and output for the enclosed pipe drainage system, and hydrologic and hydraulic computations for the 25- year storm event. The upstream end is the WEP which discharges via ditches to structure DR03-71. • Sheets B15 and B16: Backwater analysis using the Storm Drain Design Spreadsheet Program for the 100-year storm event. • Sheets B17 -B20: Structure DR03-71 (outlet of the WEP) Tc and CN documentation for values used in pipe conveyance calculations. 4 REV 1 A3.9.3-4 I I I I I I I I I I I I I I I I I I I Attachment A I I I I I I I I I I I I I I I I I A3.9.3-5 I I I I I I I I I I I I I I I I I I I --------------------------------------------------------------- • 13 (' .. .:.-.:...:::.~. _ _.i_:_~ _. -130." .'+'" ',. __ _ • f2.. t2/J I~.' ."'~ "~':,,~_;·~,.~,'·,:~i: ~~\~;r~~:,llilli n!mk~t··~~~: :!5::':~' : -~~)?:~~;,.~fI,<' .•.. ..... To Fl.PW PAnt "-. IHW"FLOW . ,J}:~.1OIr) - ....... BUB-8AIlN BOUMDARIU & ID DITCHEI & ID ntReattOLD PlaCHARO!! AREA {TO") IURI'ACB FLOW DlRECllOH FOR Ta i ; WSOOT EXCHANGE PROPERTY DRAINAOE CALCULAnONS EXISTING CONomON SCALE 1"~O' ... , .10.. ., ~t" .,." .' " ,H .. I I • .. ---~-- ", \ . , , ........ IlJa.aAIIH BOUNDAR1E8 .. 10 bm:ttea .. ID ) ~ ~AOI!IAReA (TDA) I~RPAC8 [FLO\? DDU!~ FOR Til ~ plkf! (TYP) , ... r···iI·· ...... . ,. I \ C2nAA AW • TDA C1 CEDAR RIVER ... .. , TOA 82 ROWNO HILLSI SPRINOBROOK CREEK .,' \ ( ",.""~ ... ",,, ...... • t.ll '" :.:.-~·~.~·. __ ""-;......-!!'-I_""'::;;;:===::..,I waOOT EXCHANGE PROPERTY DRAINAGE CALCULATIONS PROPOSED CONOrnON SCALE 1'"-50' I I I I I I I I I I I I I I I I I I I ----- I I I I I I I I I I I I I I I I I I I Network ID .... _'-"_ ....... Dnn"~ I*<aa. J. IJI!aJII" +-- un,,'I,., + , I"" 11,1 + 1 , I r"1iii'Mi ,. I:.np .. ~lIc'. n .) ),," .;. .. .. h .. '" 'r'.' . ~I'...... • •. g .. , Tributary Areas ..... If """"'~ ' ..... r .. ; ..... _'-"_ ...... O~g ';ll' u-..:.,,·· ••• A.b. J: p.cIfIIHIPl1 I'DI1IJJI,.tI + --- + , u~ ... ~IU'''''' +--• .1' •. ~ I.IIN. OI1UI, ~-• I .. , + 1'0000HI", + , , .. .. ~ .. HII.1I fliN' + , w ~ ,. cco.nQo::'-0" J 1" "_,,, .: .. ' ... , .... ti ..... :),·. '':,.1 ... ·.·IlI .. ··· A3.9.3-9 i • ) ---l lO-year Design Storm Event Peak Flow Rate ..... ,," " ',i.«)( ..... -~-"" ... Ocllil .~G'u":'l"fII •• ""b.l rJU1U + , ; .. i ... I~II. + -- ""'lI .. ... -,. -. _ ...... _.-. . -). ... ............ , ; .. "do ; , 1~_'. -+ , . , • "?j ~I.'I ,. co I:!IJ" n. G' ~-··--l' " ... ;. .. .. • ',' . 1 OO-year Storm Event Peak Flow Rate nu •• nU4U1 ...• -. + uti ... 1C;S.aIlR + -. --• I ....... 11'-"". .... ' ... v;a .... ·i, ,~,..u + A3.9.3-10 IlI.lMlI + , , II-!, .. , ; '~,II'. + , ,·It , IVf -_IW ...... ,..---• --'.::J -. , .. , .. ]D.;.---!.J " .. .. I_~- ....., .. ~ .. 10.. ... --" ,_ ... _ ... -1_ .. __ - "_IClC. j I I I I I I I I I I I I I I I I I I I ,--------------------------- ---------------- I I I I I I I I I I I I I I I I I I I 7/6/2010 ROUTEHYD II THRU [WEP]D _lB] USING TYPEIA AND [10 year] NOTZERO RELATIVE SCS/SBUH 1 Reach -I Area Flow Full Q 1 Full nDepth r-;=-nVel ~ CBasin i ID (ac) (cfs) (cfs) ratio (ft) 1 ~lZe (ft/s) 1 (ft/s) Hyd ~:: 10.330010.17901127.30 F"·0403I Ditch /2.1356 F ~;~:03- p>~t~;~e 11.8100-r~~-98-1-71-4-1.0-4~~-1 0.02 '1 0.36-9--9 -1n~~~·r-·5-8;~T-----~---I~I--~-{0-3- Ditch-r:-:·-~r:::::I_:=_~-c_~F;..-...:.-.---A-DR03-1 SE-Top 11.310010.3762126.29751 om 10.3051 1 Ditch 12.0211 -----71Pl Ditch-FFFFF'FFFIA-DR03~ s~;~e 1.7000 0.5760 112.41 0.01 0.0868 Ditch 3.0532 -----71p2 r -Ditch-r=-~~I_:=_~c_~r--A-DR03- SE-Toe 12.080010.7821192.214610.01 10.1168 1 Ditch 12.9972 1 -----71P3 r03-7;-FFFFF~FllI.01841- -------. . -- I From 'TO Node Reh Loss fAPP'-' Bend Jund HW Loss 'Max EI Node (ft) (ft) (ft) Loss (ft) Elev (ft) (ft) 1----1135.4249 INo approach losses at'node DR03-71p5 because inverts and/or crowns are offset. 1 A3.9.3-11 -------------------------------- 7/612010 ROUTEHYD II THRU [WEP ]D_IB) USING TYPElA AND [100 year) NOTZERO RELATIVE SCS/SBUH 1 Reaeh 1 Area Flow Full Q 1 Full nDepth r-;=-nVel fVel CBasin I ID (ae) (efs) (efs) ratio (ft) 1 "lZe (ftls) (ft/s) Hyd 1 Ditch--FFI.::-FFFFFA-DR03-~:~ 0.3300 0.25991127.30 0.00 0.0502 Ditch 2.4662 -----71p4 r·N·~~~er~;;oo [1.4254141.0441 r~~;-I 0.4255IDitc~T3.9357 F~03--: S~:~~~ ~.3100 10.6051126.297510.021 0.3647 1 Ditch 12.2741 F ~;~IR03- r:~~:: 11.700010.9008 FFI 0.1132 1 Ditch 13.5756 F~ Ditch-r---c-~c:-~r:=-~FA-DR03- SE-Toe 12.080011.2001192.214610.01 10.1501 1 Ditch 13.4746 -----71P3 FFFFFF~F-;FI- 1 Fro~-F Reh Loss 1 App I Bend Junet HWLoss MaxEI Node 0 0 e (ft) (ft) (ft) Loss (ft) Elev (ft) (ft) ,--" 1135.5543 INo approach losses at node DR03-71p5 because inverts and/or crowns are offset. IDR03-7! IDR03-73 I 136.4821 I m___ I mm I ... _----I 136.4821 1148.0000 1 ~~~f'TDR03-71 [ 166.8810 I--na-=-[-=-na--F';66.8810 124 1.0000 1 DR03-1 DR03-1237.6491 71p4 71p5 FFFI 237.6491 124 1.0000 I ~~~;--fDR03-71 ~80 I--na-~I--na--r --na-- I 155.1180 1166.0000 r-~~~~--r-~~~fT;;~~93~-r~~:=T --na---1~~na-~--~27.09;;-F4~·.·000o . r-DRo3:-'r DR03--r;;--··--r--F-r-236.7947 --na-- --na-- --na--71p! 71p2 1236.7947 F~~ooo .---------.---.. -----~-.-.. -.-. .-.------- WEP _RFCIB_StormshedOutput.doc 2 A3.9.3·12 I I I I I I 1'1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 7/6/2010 l&e;rt-~ip (in) IWQI1.4400 i2Year-12.0000 ItO year 13.0000 125 y~ar 13.5000 r.---r-------1100 year 4.0000 ----- Reach Records Record Id: Ditch-NW-Slope iSection Shape: 10itch I IUnifonn Flow Method: IManning's ICoefficient: 10.0450 1R~~g Method: ITravel Time Translation IContributing Hyd I IOnNode----jDR03-7Ip5 IUpNode 1r-0-RO-3--7-lp-4 ILength -1222.0000 ft ISlope 132.07% !Bottom Width 12.0000 ft ITop of Bank 11.5000 ft iSs I 12.00v:lh ISS2 12.00v:lh !UP Invert 1237.5700 ft -IOn Invert 1166.3800 ft -----------.----- Record Id: Ditch-NW-Toe /Section Shap~-: ---/Ditch IUnifonn Flow Method: /r-M-ann---:-in-g-'s--/Coefficient: /0.0270 IRouting Method: ITravel Time T~anslation rContributing Hyd 1 ID~N~d~-'-----"-'-IDR03~71'-"--"-'-[UpNode---"--IDRo3=71 ps' [L-;;;g;-h-1494.0000 ft ISlope-----[4.65%·-- IBottom Width 10.0000 ft ~fs~-[1.5000 ft - ISSI 12.oOv:lh iSS2 -12.00v:lh J~~!~~~~ ______ .... J~~.~.3~9_0 ft ____ -~_-_-ID_'n I_n~~~_~~~=I_I~~~~OO _~j WEP _ RFC 1 B _ StonnshedOutput.doc 3 A3.9.3·13 7/6/2010 Record Id: Ditch-SE-Slope rs;ction Shape: IOitch I IUniform Flow Method: IManning's --'rIC-o-ef-ft-ci-en-t;--'1'0.-04-5-0--' IRouting Method: ITravel Time Translation IContributing Hyd I IOnNode IDR03-71 p3 Iu pNode Ii=O-=-R7:03:-_7::-:1~p2::-1 ILength -'--'-'--'/288.0000 ft -,[Slope 125.00% IBottom Width 12.0000 ft ITop of Bank 11.5000 ft ISSI 12.00v:lh ISS2 12.00v:lh Iup Invert 1226.9200 ft ron Invert 1154.9099 ft Record Id: Ditch-SE-Toe ISection Shape: IOitch IUniform Flow Method: IManning's ICoefficient: 10.0270 IRouting Method: ITravel Time Translation IContributing Hyd I IOnNode IOR03-71 !UpNode IOR03-71p3 !Length 1190.0000 ft ISlope 16.06% IBottom Width [0.0000 ft ITop of Bank 11.5000 ft ISSI 12.00v:lh 'ISS2 --!2.00v:lh Iup Invert 1154.9100 ft IOn Invert 1143.4000 ft Record Id: Ditch-SE-Top ~~sh;;~-: --IOitch-I IUniform Flow Method: ~T~-!Coefficient: JQ.Oi70 [Routing Method: ITravel Time Transi~JContributingHydI jDnNode IOR03-71p2 IUpNode IC:-OR=-0-3--"'7-lp""'ll !Length 1498.0000 ft --rSlope 11.91 % IBottom Width 10.0000 ft ITop of Bank 11.5000ft fSSl-------12.00v~lh-----"'-lss2 ~~OOv:lh lupi;;-~"ert-----'·'··'-'---f236.4300-ft-------IDn Invert -----J226.920()ft WEP _RFCIB_StormshedOutput.doc 4 A3.9.3-14 I I I I I I I' I I I I I I I I I I I " J I , I I I I I I I I I I I I Ii I I~ ,I I I I 7/6/2010 Record Id: P03-71 ~eetion Shape: Preular IUniform Flow Method: i-IMC:-ann---:i-ng-'s---'fCc,efficient: 10.0120 IRouting Method: ITravel Time Transla tion IContributing Hyd 1 jDn"Node IDR03-73 IUpNode IDR03-71 /Material--------· ICone-Spun ~---fiY-.-.-Size 12" Diam IEntLo;~~; IBeveled ring, 45-d~·g -"," bevels ILength [16.0000 ft ISlope Iup Invert 1135 .4600 ft ... IDn Invert I Conduit Constraints - in Cover IMin VeilMax Vel IMin Slope IMax Slope 1M r2.00 fils 115.00 fils ~.50% 12.00% 13. 00 ft /Drop across MH 10.0000 ft IExlInfil Rate Iup Invert 1l34.s700 ft IDn Invert IMatch inverts. Node Records Record Id: DR03-71 13.69% 1134.8700 ft 10.0000 inlhr 1135 .4600 ft /Descrip: /p~ototype Record --IIncrement~.l 0 ft lstartEL-1135.4600 ft IMax El. 1r-14-S-.00-0-0--ft-- IClassification !Manhole IStructure Type IcB-TYPE 1-48 jEmKe IGroove End wlHead-;-;U (ke=0.20) /Channelization ICurved or Deflector ICatch ---11.5000 ft IBottom Area 119.6350 sf /C~-;;ditio;---IExisting----·"-·------- -.. -.--.------------- Record Id: DR03-71pl IDesc~ip: rP~ototype Reco~d[fuerement 10.1 Oft-j [Start EL1236.4300 ft IMax &\241.0000 ft r,-.-.--.... -------.-... -.-... -... -.--.. ---.----.... IDummy Type Node . __ ._-----~--------.---.-----.-.. WEP RFCIB StormshedOutput.doc --5 A3.9.3·15 7/6/2010 Record Id: DR03-71p2 IDescrip: IPrototype Record IIncremenilO.l 0 ft IStart El. 1226.9200 ft IMax El. 1246.0000 ft IDummy Type Node -------------' Record Id: DR03-71p3 IDescrip: IPrototype Record IIncrement 10.10 ft IStartE1.1154.9100 ft IMax El. 1166.0000 ft IDwnmy Type Node Record Id: DR03-71p4 IDescrip: IPrototype Record IIncrement 10.1 0 ft rs;rtEI.1237.5700 ft IMax El. 1241.0000 ft IDummy Type Node ----------------~ Record Id: DR03-71p5 rD~-;crip:JP-;:~t~tYPe Record'Jfucrement ro.-io-ii-"-- IStart E1.1166.3800 ft IMax El. 1241.0000 ft IDummy Type Node Record Id: DR03-73 IDes~~;p~lP;;t~-tYP~i~~-~rdlfu~~e~trOjo'ft'-~-' rStart-Ei~lioo.oooO ft JMa;IiT.-~48-:OoOoft IDwnmy Type Node ._--- WEP _ RFC 1 B _ StormshedOutput.doc 6 A3.9.3·16 I I I I I ,I I I I , I I , I ;. I I' I, '. I I I I I I I I I I I I II I Ii .' I I I, I I 7/6/2010 Contributing Drainage Areas Record Id: A-DR03-71Pl [Design Method I - IRainfall type -I SBUH TYPE I A IHyd Intv I 10.00 min IPeaking Factor I 484.00 I I IAbstraction Coeff I 0.20 IPervious Area (AMC 2) I 1.31 ae IDCIA I 0.00 ae IPervious CN ----r IDCCN I --86.00 0.00 [pervious TC I 23.85 min IDCTC n·OOrnin I Pervious CN Calc , Description I SubArea I Sub en i----Open spaces, lawns,parks (>75% grass) I 1.31 ae I 86.00 I Pervious Composited eN (AMC 2) I 86.00 - I Pervious TC Calc I Type I Description I Length I Slope I Coeff I Mise I TT fhee~---[~~rt prairie grass and lawns.: 1~00,00 lOO% 10.1501~00 l~i;8 !Shallow Short grass, pasture and lawns /80.00 ft 12.00% /0,0300 II~~: (n=0.030) [--_._, --1~00,00 12.00 % 10.0300 I--I~~: Channel (interm) Grassed (n=0.030) I Pervious TC 12!'i~ I _____ 0 -----"--_. --.. Record Id: A-DR03-71P3 WEP _RFC I B _ StormshedOutput.doe 7 A3.9.3-17 7/612010 'I ~ .. -Description r SubArea -rs;bc~ Open spaces, lawns,parks (>7S% grass) I 0.38 ac I 92.00 I '. ---. I Pervious TC Calc I Type--[ Description I Length I Slope r Coeff [ Mise I TT I IFixed [ I IS.OOmin [ . --I Pervious TC S.OOmin 'I -----I Record Id: A-DR03-71p2 [Design Method I SBUH [Rainfall type I TYPEIA I IHyd Intv [ 10.00 min IPeaking Factor I 484.00 I I [Abstraction Coeff [ 0.20 ,I IPervious Area (AMC 2) I 0.39 ac IDCIA I 0.00 ac IPe";iou; CN I 92.00 IDCCN ,-0.00 I [Pervious TC I S.OOmin IDCTC [ 0.00 min I Pervious CN Calc - 'I I Description f SubArea 1 Sub en 1 Open spaces, lawns,parks (>7S% grass) I 0.39 ac I 92.00 I' Pervious Composited CN (AMC 2) [ 92.00 .i' -', r-.. ---.. .- Pervious TC Calc ' • ,'Typ;-r--Description I Length I Slope [ Coeff I Misc l-----rr--- fFixed -r ,--'-' Is.oo min I Pervious TC I S.OOmin :. '. Record Id: A-DR03-71p4 [Design Method 1 SBUH !Rainfall type I TYPEIA iHyd Intv no.Oo~in-IPeaking Factor /484.00 r----.. ----------1 '[Abstraction Coeff r--O~20--- 'I I Ip;;;i~~;-A;~;-(AMC2)-------I--033 a;--··[DCiA---------·-·--ro.OO-;;~---· IPervious CN 192.iiO--lDc CN [ 0.00 -I l~~rvious T_~_' _____ =1 5.00 m~~_J!lC TC _________ ~L~:_~_ m~n __ 'I WEP _RFCIB_StormshedOutput.doc 8 A3.9.3-18 , . I I I I I I I I I I I I I I I I I I I I 7/6/2010 F-.. _---- Pervious CN Calc I Description , SubArea r-Subcn- I Open spaces, lawns,parks (>75% grass) I 0.33 ae I 92.00 I--Pervious Composited CN (AMC 2) I 92.00 r -.. -- Pervious TC Calc I Type I Description I Length I Slope r Coeff I Misc I TT 'Fixed r------T ----·---r------5.00 min r--· -15.00 min-Pervious TC -_. _. _.---._---- Record Id: A-DR03-71p5 IDesign Method I SBUH IRainfall type I TYPEIA IHyd Intv I 10.00 min IPeaking Factor I 484.00 I I IAbstraction Coeff I 0.20 rPe;;ious A-rea (AMC 2) ---i--i--:-48 ae-'IDCIA I 0.00 ae IPervious CN I 92.00 IDCCN I 0.00 IPervious TC I 5.00 min IDCTC I 0.00 min -- I Pervious CN Calc r -Ts---,---Description SubArea Sub cn I - I I Open spaces, lawns,parks (>75% grass) 1.48 ae 92.00 I Pervious Compo sited CN (AMC 2) I 92.00 --.---- j' Pe~ious TC-Calc ------I '--Typ-;---r---Descriptio;;-----r Length---rs-iope !coeff r-M;;-j--TT-----r:~_~~~_-i------~~~iOUS TC -----------~:r'0::i:"'j ------. -----.... ---_. Licensed to: Ch2M Hill -Bellevue, W A WEP _ RFC 1 B _ StormshedOutput.doe 9 A3.9.3-19 I I Ditch Stability Check -Ditch NW Slope HRM Appendix 6A. Section SA-2.1 0 Z: 1 foreslope and Z: 1 backslope design and stability check De81gn for Ditch Capacity STEP NUMBER DESIGN FLOWS 010 0.18 cfs 6 CONVEYANCE CAPACITY 1 O-yr flow rate(O) =1 DITCH slope(s) = 0.181CfS 0.350 ftJft, a) Check DITCH capacity for 10 year flows using Mannings Equation 0100 = (1,49/n)(A·RA.6667·S"O.5) A=(b+ZY)'y R=(b+ Zy) 'y/( (b+ 2y)'( 1 + ZA2).5) A= 0.083 R= 0038 b= 2.000 Z= 2.000 n= 0.045 see HRM Table 46-6 b) Check 1 O-year peak flow velocity V10 = 010/A10 y= V10 = 0.040 2.2lfps Shear slress = WHG = (Welghl of Waler)x(helghl of Waler)x(Channel Gradienl) Shear stress 0.87360 Iblft' From Table 6A-2 Permlsablo Shoar Stress 0= Result I I ,I I '1 ,- I I 0.18 I •• I I Check Low Check High .- End End . Erode Erode '. Liner Category Llnor Typo Low High Non-Cohesive Bare soli 0.01 0.04 Cohesive bare 8011 Noncompacted Compacted Erosion Control blankets Jute Curlex wood or straw Colr Organic. synthetic. or mix Vegetative (vanes wi type and density of grass stand) Uncut stand Cut grass GravelJRlprap 1-inch 2-lnch 6-lnch 12-inch WEP _Perimeter_Ditch_RFC_l B_l0.xls. SheetDITCH-NW SLOPE A3.9.3-20 0.10 0.80 0,45 1,00 1.00 2.50 2.00 4.00 10.00 12.00 2.10 3.70 0.60 1.00 0.33 0.67 2.00 4.00 Erode OK OK OK O.K. Erode Erode Erode OK OK OK OK OK OK Erode Erode O.K, OK Printed: 7/7/2010,1:17 PM ,-:. ~ i .,,(_ I I I I I I .--------.------------------------------------------------------------------------------------------ I I I I I I I I I I I I I I I I I I I Ditch Stability Check -Ditch NW Toe HRM Appendix SA, Section SA-2.1 0 Z: 1 foreslope and Z: 1 backslope design and stability check Design for Ditch Capacity STEP NUMBER DESIGN FLOWS Q10 0.98 cfs 6 CONYEYANCECAPACITY 1 O-yr flow rate(Q) =1 DITCH slope(s) = 0.98 I cfs 0.060 1t.1ft. a) Check DITCH capacity for 10 year flows using Mannings Equation Q100 = (1.49/n)(A·RA.6667·SAO.5) A=(b+Zy)·y R=(b+Zy)·y/«b+2y)·(1 +ZA2).5) A= 0.248 R= 0157 b= 0.000 Z= 2.000 n= 0.027 see HRM Table 48-6 b) Check 10-year peak flow velocity V10 = Q10/A10 y= V10= 0.352 4.0lfps Shear stress = WHG = (Wei9ht of Water)x(height of Water)x(Channel Gradient) Shear slress 1.31789 Ibm' From Table 6A-2 Permlaabte Shear Stress Liner Category Liner Type Low Non-Cohesive Bare soli Cohesive bare soli Noncompacted Compacted Erosion Control blankets Jute Curtex wood or straw Coir Organic, synthetic, or mix Vegetative (vartes wi type and density of grass stand) 0.01 0.45 1.00 2.00 10.00 Uncut stand 2.10 GraveVRlprap Cut grass 0.60 1-inch 2-inch 6-inch 12-inch High 0.04 0.10 0.80 1.00 2.50 4.00 12.00 3.70 1.00 0.33 0.67 2.00 4.00 Q= 0.98 Result Check Low Check High End End Erode Erode Erode O.K. O.K. O.K. Erode Erode Erode Erode Erode O.K. O.K. OK O.K. Erode Erode Erode OK OK WEP _Perimeter_Dllch_RFC_1B_10.xls, SheeIDITCH-NW TOE A3.9.3-21 Printed: 7nt2010, 1:18 PM Ditch Stability Check -Ditch SE Top HRM Appendix 6A, Section 6A-2.10 Z: 1 foreslope and Z: 1 backslope design and stability check Design for Ditch Capacity STEP NUMBER pESIGN FLOWS 010 0.37 cfa 6 CONVEYANCE CAPACITY 10·yr flow rale(O) =1 DITCH slope(s) = Q,371Cf8 0.020 ft.lft. a} Check DITCH capacity for 10 year flows using Mannings Equation 0100 = (1.49/n)(A"R'.6667"S'O.5) A=(b+Zy)"y R=(b+Zy)"y/((b+2y)"(1+Z'2).5) A= 0.184 R= b= Z= n= I----"=~ see HRM Tabla 4B-6 0= b) Check 1 a·year peak flow velocity Via = Ci0/Ai0 y= ViDe 2.01fps Shear stress = WHG = (Weight of Wetar)x(helght of Water)x{Channel Grad/ant) She.r stress 0.37614 IbIft' From Table 6A-2 Pennls.blt Shear Stros. Un., CatagolY Lln,rTYpe Low Non-Cohealve Bare soli 0.01 Cohesive bare I0Il Noneompacted Compacted Erosion Control blankets Jute 0.45 Curtax wood or straw 1.00 Colo-2.00 Organic. synthetic, or mix 10.00 Vegetative (varies wi type and density of grass stand) Uncut stand 2.10 CUI grass 0,60 GravellRlprap i-inch 2-inch 6·lnch 12-inch L:128735IHydroIWEP _Perimeter_Ditch_RFC_l B_l0.xls, SheelDITCH-SE TOP A3.9.3-22 HI.h 0.04 0.10 0.80 1.00 2.50 4.00 12.00 3.70 1.00 0.33 0.67 2.00 4.00 0.38 Result Check Low ChIck High End End Erode Erode O.K O.K OX OX O.K. OX Erode O.K. OX O.K. OX OX O.K. O.K. Erode O.K. OX OX Printed: 71712010, l:t8 PM I I I I I I I I '. I I I I I , ,I I I I I I I I I. I I I I I I I I I I I I I I Ditch Stability Check-Ditch SE Slope HRM Appendix 6A, Section 6A-2.10 Z:1 foreslope and Z:1 backs lope design and stability check Design for Ditch Capacity STEP NUMBER DESIGN fLOWS Q10 0.58 cfs 6 CONVEYANCE CAPACITY 10-yr flow mte(Q) =, DITCH slope(s} a 0.581ets O.260ft.lft. a) Check DITCH capacity for 10 year flows using Mannlngs Equation Q100 = (1.49/n)(NR'.6667"S'O.5) A=(b+Zy)"y R=(b+ Zy) "y/((b+2y)"( 1 +Z'2). 5) A= 0.189 R= 0079 b= Z= 2.000 2.000 y= /---,O;,.04S5 see HRM Table 4B.-6 ,---,0",.08=7 Q= 0.58 b) Check 10-year peak flowveloclty V10 = Q10/A10 V10= Shear stress" WHG .. (Weight of Water)x(helght of Water)x(Channel Gradient) Shear stre.. 1.35720 IbIft' From Tabla 6A-2 Pennl,able Shear Stress Liner Category Liner Type Low Non-Cohesive Bare loll 0.01 Cohesive bara soil Nonc:ompacted Compacted Erosion Control blanket8 Jula 0.45 Cur1ex wood Of' straw 1.00 CW 2.00 Organic. synthetic, or mix 10.00 VegetaUve (varies WI type and danslty of grass stand) Uncut stand 2.10 Cui grass 0.60 GravellRlprap 1-1nch 2-inch 6-lnch 12-inch L:128735IHydro\WEP _Perlmeter_Dltch_RFC_ 1 B_1 O.xls, SheetDITCH-SE-5LOPE A3.9.3-23 High 0.04 0.10 0.80 1.00 2.50 4.00 12.00 3.70 1.00 0.33 0.67 2.00 4.00 Result Check Low End Erode Erode Erode OX O.K. O.K Erode Check High End Erode Erode Erode Erode O.K O.K. OX OX Erode Erode Erode O.K. O.K Printed: 71712010,1:18 PM Ditch Stability Check-Ditch SE Toe HRM Appendix eA, Section SA-2.10 Z:1 foreslope and Z:1backslope design and stability check Oaslgn for Ditch Capacity STEp NUMBEB DESIGN FLOWS 010 0.7B cfs 6 CONVEYANCE CAPACITY 1Q..yr flow rate(O) =1 DITCH sIope(s) = O.78ICfS 0.060 ft.lfl. 8) Check DITCH capacity for 10 year flows using Mannlngs Equation 0100 = (1.49/n)(A'R'.6667'S'O.5) A=(b+Zy)'y R=(b+Zy)'y/((b+2y)'(1+Z'2).5) A= 0.210 R= 0.145 b= 0.000 Z= 2.000 n= y. 1-_",0.;;02:"17 aee HRM Table 46-8 L-_0",.:::32:;:J4 0= 0.78 b) Check 1o-year peak flow velocity . Vl0 = Ql0/Al0 Vi0= Shear stress:. WHG = (Weight of Water)x(helght 01 Water)x{Channel Gradient) Shear sIre.. 1.21306 Ibln' From Tabla BA·2 Pennlsable Shear StreiB Liner Cattgory Liner TYpe Low Non-Cohesive Bare soil 0.01 Cohesive bare soH Noncompacted Compacted ErosIon Conlrol blankets Jut. 0.45 CuMx WOOd 1)1" straw 1.00 COif 2.00 Organic, synthetic. or mix 10.00 Vegetative (varlas wilype and density of glllSS sland) Uncut stand 2.10 Cut grass 0.60 GraveURlprap 14nch 24nch 6-inch 124nch L:\28735IHydroIWEP _Perlmeter_Dllch_RFC_18_10.xlo, SheeIDITCH-SE-TOE A3.9.3-24 High 0.04 0.10 0.80 1.00 2.60 4.00 12.00 3.70 1.00 0.33 0.67 2.00 4.00 Result Check low Check High End End Erode Erode Erode Erode Erode Erode Erode OK OK OK O.K. O.K. O.K. O.K. Erode Erode Erode Erode O.K O.K. Prinlad: 7f712010, 1:18 PM I I I II I I I I I I I I ,I I I I I I I I I I I I I I I I I I I I I I I ----------------- . Ditch Stability Check -Ditch NW Slope HRM Appendix 6A, Seclion 6A-2.1 0 Z: 1 foreslope and Z: 1 backslope design and stability check Design for Ditch Capacity STEP NUMBEB pESIGN FLOWS Q100 0.26 cfs 6 CONVEYANCE CAPACITY 100-yr flow rate(Q) =, DITCH slope(s) = 0.26 1cts 0.350 IUft. a) Check DITCH capacity lor 100 year flows using Mannings Equation Q100 = (1.49/n)(A·BA.6667·S"O.5) b) Check 100-year peak flow velocity V100 = Q100/A100 A=(b+Zy)"y B=(b+ZYl"y/(b+(2y'(1 +ZA2)A.5» A= 0.103 B= 0046 b= 2.000 Z= 2.000 n= 1-_.::0:::.04~5::j see HRM Table 48-6 0.049 Q= y= V100= 2.5\lps Shear stress = WHG = (Weight 01 Water)x(height 01 Water)x(Channel Gradient) Shear slress 1.070161bllt' From Table SA-3 0.26 Pormlsable Shear Stress Besult Liner Category Llnor Typo Low Non-Cohesive Bafe soli Cohesive bare soli Noncompacted Compacted Erosion Control blankets Jute Curlex wood or straw Colr Organic, synthetic, or mix Vegetative (varies wI type and density of grass stand) 0.01 0.45 1.00 2.00 10.00 Uncut stand 2.10 GraveURlprap Cut grass 0.60 1-inch 2-inch 5-inch 12-inch WEP _Perimeler_Dilch_RFC_1 B_100.xls, SheeIDITCH-NW SLOPE A3.9.3-25 High 0.04 0.10 0.80 1.00 2.50 4.00 12.00 3.70 1.00 0.33 0.57 2.00 4.00 Check Low Chock High End End Erode Erode Erode Erode Erode Erode Erode OK OK O.K. OK OK O.K. O.K. Erode Erode Erode Erode O.K. OK Prinled: 7/6/2010,4:49 PM Ditch Stability Check -Ditch NW Toe HRM Appendix SA, Section 6A-2.10 Z: 1 foreslope and Z: 1 backslope design and stability check De.lgn for Ditch Capacity STEP NUMBER DESIGN FLOWS 0100 1.43 cts 6 CONVEYANCE CAPACITY 100-yr flow rate(O) =1 DITCH slope(s) = 1.431 cfS 0.060 11.111. a) Check DITCH capacity for 100 year flows using Mannings Equation 0100 = (1.49/n)(A'RA.6667'S'0.5) A=(b+Zy)"y R=(b+Zy)'y/(b+(2y'(1 +Z'2)A.5)) A= 0.330 R= 0182 b= O.OOQ Z= 2.000 n= 0.027 see HRM Table 48-6 b) Check 100-year peak flow velocity Vl00 = 0100/Al00 y= Vl00 = 0.406 4.3lfps Shear stress = WHG = (Weight of Water)x(height of Water)x(Channel Gradient) Shear stress 1.52082 Ibllt' From Table 6A-3 Pannlsabla Shear Stre8s Liner CategorY Liner Typo Low Non-Coheslve Bare 8011 Cohesive bare soli Noncompacted Compacted Erosion Control blankets Jute Curtex wood or straw Colr Organic, synthetic, or mix Vegetative (varies wI type and density of grass stand) GravellRlprap Uncut stand Cut grass l-inch 2-inch 6-inch 12-inch WEP _Perimeter_Ditch_RFC_1B_l00.xls, SheetDITCH-NW TOE A3.9.3-26 0.01 0.45 1.00 2.00 10.00 2.10 0.60 High 0.04 0.10 0.80 1.00 2.50 4.00 12.00 3.70 1.00 0.33 0.67 2.00 4.00 0= I I I I I I I I 1.43 I I I I I I I I I I I I I I I I I I I I I Ditch Stability Check -Ditch SE Top HRM Appendix 6A, Section 6A-2.10 Z:1 foreslope and Z:1backslope design and stability check Design for Ditch Capacity STEp NUMBER pESIGN FLOWS Q100 0,61 efs 6 CONVEYANCE CAPACITY 1 OO-vr flow rate(Q) -I DITCH slope(s) c O.61jcts 0.020 ft.lft. a) Check DITCH capacity for 100 year flows using Mannings Equation al00 = (1.49/n)(A"R'.6667"S'O.5) A=(b+Zy)"y R=(b+Zy)"y/(b+(2y"( 1 + Z'2)'.5» A= 0.262 R= 0162 b= 0.000 Z= 2.000 n= y= 0.027 see HRM Table 48-6 L-~O",.3~62~ a= 0.61 b) Check 100-year peak flow velocity Vl00 = al00/Al00 V100'" 2.31tps Shear stress = WHG = (Weight of Water)x(heighl of Water)x(Channel Gradient) Shear stre.. 0.45178 Ibln' From Table 8A-3 Permlsable She.r Stren Liner Category Liner Tva8 Low Non-Cohesive Bare soli 0.01 Cohesive bare soil Noncompacted Compacted Erosion Control blankets Jute 0.45 CUI1ex wood or slraw 1.00 Cob" 2.00 Organic. synthetic, or mbc 10.00 Vegetative (varies wi type and density of grass stand) Uncut stand 2.10 Cui grass 0.60 GmvellRlprap 1-lnch 2-inch 6-lnch 12-lnch L:128735IHydro\WEP _Perimeter_Dltch_RFC_l B_l00.xis, SheetDITCH-SE TOP A3.9.3-27 Hlah 0.04 0.10 0.80 1.00 2.50 4.00 12.00 3.70 1.00 0.33 0.67 2.00 4.00 Result Check Low End Erode Erode O.K. O.K. OK O.K. O.K. Check High End Erode Erode O.K. O.K. O.K. O.K. O.K. O.K. O.K. Erode O.K. O.K. O.K. Printed: 7/6/2010,4:49 PM Ditch Stability Check-Ditch SE Slope HRM Appendix SA, Section 6A-2.10 Z: 1 foreslope and Z:1 backs lope design and stability check De81gn for Ditch Capacity STEP NUMBER pESIGN FLOWS 0100 0.90 cfs 6 CONVEYANCE CApACITY 100-yr flow rate(Q) .. I DITCH ~ope(s) • a.eolcts 0.250 fllft. a) Check DITCH capacity for 100 year flows using Mannings Equation 0100 = (1.49/n)(A'R'.6667'S'0.5) A=(b+Zy)'y R· (b+ Zy)'y/(b+(2y'( 1 +Z'2)'.5» A= 0.252 R= 0.100 b= 2.000 Z= 2.000 n= 0.045 see HRM Tabla 48-6 y= 0.113 b) Check 100-year peak flow velocity Vl0Q = Cl00/Al0C V100" 3.61,ps Shear stress Q WHG .. (Weight of WBler)x(height of Water)x(Channel Gradient) She.r stress 1.76280 Ibln' From Table 6A-3 Pennl.abl. Shear St,.., Liner Category Lln.rTVoe Low Non-Cohesive Bunt soU 0.01 Cohesive bare ~I Noncompactod Compaded Erosion Control blank$ls Jul. 0.45 Curtexwoodorstraw 1.00 eo. 2.00 Organfc, syntheUc, or mix 10.00 Vegetative (vanes w/Iype and density of grass stand) UnclJt stand 2.10 Cut grass 0.60 GravollRlprap l·lnch 2-inch 8..Jnch 12-inch L:1287351Hydro1WEP _Perimeler_Dltch_RFC_1 B_1 OO.xls, Sh •• tDITCH-5E-SLOPE A3.9.3-28 Hljth 0.04 0.10 0.80 1.00 2.50 4.00 12.00 3.70 1.00 0.33 0,67 2.00 4.00 O· 0.90 Result Check Low Ch..:k High End End Erode Erode Erode Erode Erode Erode Erode O.K O.K. O.K. O.K O.K. O.K. O.K. Erode Erode Erode Erode O.K. O.K. Printed: 7/612010,4:49 PM I I I I I I I I 'I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Ditch Stability Check-Ditch SE Toe HRM Appendix SA. Section SA-2.10 Z:1 foreslope and Z:1backslope design and stability check Design for Ditch Capacity STEP NUMBER DESIGN FLOWS 0100 1.20 cts 6 CQNVEYANCE CAPACIIY 1 OO·yr flow rate(Q) = I DITCH sIope(s) = 1.20jCfS 0.060 ft.lft. a} Check DITCH capacity for 100 year flows using Mannlngs Equation 0100 = (1.49In)(A'R'.6667'S"O.5) A=(b+Zy)'y R=(b+ Zy)'yI(b+(2y'(1 +Z'2)'. 5)) A= 0.289 R= 0170 b= 0.000 Z= 2.000 n= 0.027 see HRM Table 48-6 b) Check 1 DO-year peak flow velocity Vl00 = 0100lA1oo y= V10Q= 0.380 Shear stress = WHG = (Weight of Waler)x(height of Water)x(Channel Gradient) Shear stress 1.42272 Iblft2 From Table 8A-3 Permlsable Shear Stre •• liner category Unar Type Non-Cohesive Bare soli Cohestve bate soli Noocompacted Compacted Erosion Control blankets Jute Cwiex wood or straw Co> Organic. synthetic. or mix VegataUve (varles wi type and dansJty of grass stand) GraveVRlprap Uncut stand Cui grass 1~inch 2~lnch 6-inch 12-inch Low HI._ 0.01 0.04 0.45 1.00 2.00 10.00 2.10 0.60 0.10 0.80 1.00 2.50 4.00 12.00 3.70 1.00 0.33 0.67 2.00 4.00 L:1287351Hydro1WEP _Perimeler_Dilch_RFC_1 6_100.xlo, SheeIDITCH-SE-TOE A3.9.3-29 0= 1.20 Result Check Low ChKk High End End Erode Erode Erode Erode Erode Erode Erode O.K. O.K. O.K. O.K O.K. O.K O.K. Erode Erode Erode Erode O.K. O.K. Printed: 7/6/2010,4:49 PM I I Attachment B I I I I I I I I I I I I I ., I I I I A3.9.3-31 I I I I I I "'" I I I I I I t -· .. _rr __ _ I ~ . .,-.---·w_ .. __ _ =-- I~ I I I I I -~. 1. ..... _-... .... _-'*' ..... ,.T.'_ -~='::1~ ----a __ -.... ---~ 0<'" .......... --+-------= _ ... --.... !-fro lit tU DlAGe I . WIDEMIttG AND DR III INTIIRCHMtGI! -,,--.. -. -'.-111'---''''-111'-__ WP."7L: ==...----0',0. ~ -IiiZII • t. __ __ ~-- .. _---------_ ... --'-'''-110-_---+ .. --io--_ r."· ..... ·.·.w.·.·.· =--~--CIA __ """'_' _ .... fI .. ~_ . -- ===;;;;;;;;;;;T"=~ .... ft ............ I r::J:XJ:D _,., ... _ "" ..a TO 8R til STAOIf I·WIDeHIMQ AND IR 11. IHTERCHAHGB I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ~ ! ~ I I I i I I I I I -.",-.. ---.c.-_ .. __ _ .... -.. -_ .... c.o. __ rn.l __ WITII_tlUI~MaT _fl_tlN. --- • '\ "'.". .... • _.- .. , TO aR ta ITA08 t . 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I (Nolo] "'(Nolo] fTe-to! .-I ") [fe-till .".,~ .-I (Nolo"') 0bI0l 1f1] I I I STORM DRAIN CALCUlA'OONS 1405 RS2 • AlaI llIIIIfI 3D I I I I I I I I I I I I I I I I I I I I I I I I I4CIS RS2. FNI Dn1gf130 SIorm Drail Pipf CaWaIbns S8«)!SIUI SyatemOulfd: DfIOS.El0 STORM DRAIN CALCULATIONS ~ RS2 • FnI 0.101' 3D 1405 RS2. ANI! DesIgn 30 SIDIm Or-. ~ CIbaIIrn SOOl5I3+A 6yaIcrI OuIIaI:OROHIO .,....by.SCIlII~ ~ by: RIkI AdIrnI B!Bo!!ut"""w •• I!DI!I' .... .g., L ..... :; 0 DU' ... , " 0>" '"~ " " ... " .... "' " 0>" 2M .. " "" to, , " "." 020 • " .,., 0." ,~ " ..... 3.42 21' " "... ,., .. " ..... ... " " "... O.~ 20 " "." ,., " " ... " '" " .. ..... 0,42 .. " ".." ." .. " "DO>I< 0" '" • "... .» • " ".., 41' ... " ... , '.03 'n " ".., .... '" " "" '" .. " .... , .. " " .... '" " " ... " .... ... " ... " '" .. " ... " ... '" " ... " '" '" " ..... a" '21 .. 06-Et7 ." .. .. ... " ... "' .. ... , 10.55 I~ " ... " "" " .... 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".11 ,." --,,.. ... :: :::: <10 1~ea.RI .... II .OO "" .. k"'toI! JlI,M £1" .-\ f'(,. 'A"4".d ~ "".I\~ 105'06'-1..., .... ( .. ~ s..~J I I I I I I I I I -"'{. cJrJ V.lvo!: f<t .' S-t",.:;Iv<,! 3-7r s.~ Mm), 1 A B C 0 I 10 ACRES CN PRODUCT OR03-71P1 1.31 86 112.66 OR03-71P2 0.39 92 35.88 I OR03-71f13 0.38 92 34.96 DR03-71P4 0.33 92 30.36 OR03-71P5 1.48 92 136.16 I TOTAL 3.89 350.02 WTAVG 90.0.1SUM O/SUM B) I I I I I I I I I I ., I I I I .. A3.9.3-47 71712010 Contributing Drainage Areas Record Id: A-DR03-71Pl IDe;i-g~Mclh~d---------!-SBOO-iRainfall type ------'TVPEIA- , , --~-,-•.. _-----_._-- iHyd Intv I 10.00 min !Peaking Factor ) 484.00 r--· -----------.---.. --.----. iAbstraction Coeff -----"-020·------ ~-----.--;--- iPervious Area (AMC 2) 1.31 ac !DCIA ! 0.00 ac ('"---.-----.. --.-.. --------t-------·--·-------... ------.-.-.---- jPervious CN I 86.00 ,DC CN i 0.00 iPervious TC , -or-! 23.85 min :DC TC i i-=::: :":~.: :C:' .:::::-=.:';:-= ,,-:::::::: ::=.::: ::=P~~i~~~:::cl~{c;;i~::::=:::::C:-:'-':'::::: ~:.:: ::'::::-... ::: :'--::::::"! , i 1; Description -----i SubArea i-Sub ~! : :-------open sp;;;;-es, lawns,parks (>75% grass) ---1-1.3 T ac -----i'--S6:00-'! : --I l! Pervious Composited CN (AMC 2) 86.00 , .. -.----._"--_ ....... -.... -_. __ ... _.-...... _ .•... -•. -._---,--'.--,-_ ........... _ .•...• -'-'-"---' _ .• _-_._---•.... ! , ••• ~ •••••••• _ ...... ' _.. _.. • ..... ' ••• '._ ,. _, _ ••• ,._ ...... "_ .... _ ,_ ._ ...... _____ ,_ •• ,.' •••••••••••• M _w ..•..• '" • _. • • w ......... _._ •••• if--'-'-----------------Pe.:vio-;;;-TEc~i~---·----------·---·----· )1, ____ - :! Type! Description ! Length, Slope i Coeff i Mise! 'IT ! :s~~;----IOShl~5rt prairie grass and la~. ~-ift200.00 12.00% t~.J 50~ t~·OO--121:58-i j: i' I I ' lin imln , ! ',IShallow ,fShort grass, pasture and lawns 180 .00 ft b.oo%o.o~oo i---,O.~8 ; ., (n=O.030) ;!: imln. I :Ch~;l---:Gras~ed (n=~~03~)--'-----::,.'2ft00.00 :.· .. '2.00~ ·0.030~-------:139--,: ! !(interm) ______________ . ___ . ______ . _____ '=_'n __ ;---Pervious TC 23.85 -,: min ., Record Id: A-DR03-71P3 ... ........ ---"-'---'---'--"--------_. -_._-, ..... _ .. _-.. _-...... _ .... _,._--_._, .... _._. __ ...... __ .. 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Licensed to: Ch2M Hill -Bl!llevue, W A 9 A3.9.3-S0 I I I I I I I I I I I I I I I I I I I I I I I I I 'I I I I I I I I 'I I I I I Report Geological Engineering Services Coal Mine Hazard Assessment Merlino Short Plat Proposed 7-Lot Residential Development Renton, Washington April 23, 2014 ICE File No. 0864-001 Prepared For: Merlino Land Development Co., Inc. Prepared By: Icicle Creek Engineers, Inc. I I I I I I I I I I I I I I I I 1 I ICICLE CREEK ENGINEERS Geotechnical, Geologic and Environmental Services April 23, 2014 Merlino Land Development Co., Inc. Attn: Gary Merlino 5050 1" Ave S, Suite 102 Seattle, Washington 98134-2400 1.0 INTRODUCTION Report Geological Engineering Services Coal Mine Hazard Assessment Merlino Short Plat Proposed 7-Lot Residential Development Renton, Washington ICE File No. 0864-001 This report summarizes the results of Icicle Creek Engineers' (ICE's) coal mine hazard assessment for the Merlino Short Plat (referred to as the Merlino Property in this report) 7-Lot Residential Development located southwest of the intersection of South 7" Street and Cedar Avenue South in Renton, Washington. The Merlino Property is shown relative to nearby physical features on the Vicinity Map, Figure 1. The general layout of the Merlino Property is shown on the Site Plan, Figure 2. Our services were completed in general accordance with our Scope of Services and Fee Estimate dated April 22, 2009 and our Proposal dated February 4, 2014; these services were authorized in writing by Gary Merlino on April 24, 2009 and March 17, 2014, respectively. 2.0 BACKGROUND INFORMATION ICE previously completed coal mine hazard assessments of the subject property for a previous property owner, GWC, Inc. (GWC); the results ofthose assessments are presented in our reports dated January 17 and June 10, 2005. Those reports included the Merlino Property as well as additional property that GWC owned to the east and south of the southerly part of the Merlino Property. ICE also completed a hydrogeologic report for GWC dated March 24, 2006 and a geotechnical report for GWC dated September 30, 2005. The approximate locations of subsurface explorations completed on the Merlino Property for those 2005 studies are shown on Figure 2. In addition, ICE completed a geotechnical critical areas report of the Merlino Property; the results are summarized in our report dated April 23, 2014. We understand that, subsequent to the reports we prepared in 2005 and 2006, GWC sold the portion of the GWC property that lies between Cedar Avenue South (and its southerly extension) and Interstate 405 (1-405) to the Washington State Department of Transportation (WSDOT) because preliminary plans for 1-405 widening indicated encroachment into this property depending on final 1-405 roadway configuration and the need for slope support measures. Thereafter, as part of the 1-405 widening project, WSDOT's design-build team for the 1-405 widening project, 1-405 Corridor Design Builders (CDB), 129335 NE 20th Street. Carnation, Washington 98014 • wlMN.iciclecreekengineers.com • (425) 333·0093 phone. (425) 996-4036 fax Merlino Land Development Co., Inc. Attn: Gary Merlino April 23, 2014 Page 2 placed excess soil that was excavated from an adjacent portion of the 1-405 project onto what is now the Merlino Property (property that at the time was owned by WSDOT). The fill was designed as a Reinforced Soil Slope (RSS -the RSS is referred to as the "Engineered Fill" in the remainder of this report) by COB (with COB joint venturer CH2M Hill providing the 1-405 project's geotechnical engineering). David Halinen, attorney for MLDC, forwarded to ICE a copy of the COB report entitled Technical Memorandum, 1-405 Renton Stage 2 Design/Build Project, WSDOT Exchange Property Reinforced Soil Slope, Geotechnical Design Recommendations Memorandum, dated August 14, 2009, a technical memorandum that was prepared specifically for that Engineered Fill. That technical memorandum is attached to this report (Attachment A). Page 6 of the COB Technical Memorandum states an assumption that "structures (e.g., residences) will be constructed on the Engineered Fill in the future" and noted that the factors of safety (FOS) used in the COB Technical Memorandum were based on that assumption. For that purpose, COB evaluated the stability of the Engineered Fill for sliding, global stability, compound failure, internal stability, and seismic stability. The final design of the Engineered Fill required a minimum FOS of at least 1.5 for all the factors evaluated. In ICE's June 2005 coal mine hazard assessment (completed for GWC) that included 12 test pits and three test borings in the Merlino Property area, we concluded that a "High Coal Mine Hazard Area" occurs at the south end of Cedar Avenue South. We reached that conclusion by evaluating historical mine maps and data from borings completed outside of that immediate area. Additional subsurface evaluation completed for this study (2009 ground proofing -seven test borings) targeted the High Coal Mine Hazard Area consistent with Renton Municipal Code (RMC) 4-3-050J.1 (Geologic Hazards - Applicability) and 4-3-050J.2 (Geologic Hazards -Special Studies Required). 3.0 SCOPE OF SERVICES The purpose of our services was to explore subsurface soil and bedrock conditions as a basis for evaluating the High Coal Mine Hazard Area within the Merlino Property. Specifically, our services included the following: • Completion of a detailed geologic reconnaissance along the pre-Engineered Fill embankment slope bordering Cedar Avenue South in order to evaluate surface conditions related to underground mine- related collapse (sinkholes) (a reconnaissance completed in 2009 with a post-Engineered Fill reconnaissance on February 2, 2014). • Evaluation of subsurface soil and bedrock conditions through a ground-proofing program by means of drilling seven test borings to depths ranging from 53 to 84 feet to evaluate the coal seam and location/collapse status of the mine workings that potentially underlie the south end of Cedar Avenue South (an evaluation completed in 2009). • Based on the results of the ground-proofing program, reclassification, if appropriate, of the High Coal Mine Hazard Area as either a Low or Medium Coal Mine Hazard Area. • Evaluation of the potential for regional ground subsidence in Medium Coal Mine Hazard Areas (vertical ground subsidence, ground tilt and ground strain), if appropriate. • Development of mitigation recommendations for future development within High and Medium Coal Mine Hazard Areas, as needed. 4.0 GEOLOGIC SETTING The surficial geology at the site has been mapped by the US Geological Survey (USGS -D. R. Mullineaux, 1965, "Geologic Map of the Renton Quadrangle, King County, Washington," Geologic Quadrangle Map Icicle Creek Engineers 0864001/042314 I I I I I I I I I I I I I I I I I I I ,--------------------------------- I I I I I Ii I I ,I I I I I I I Merlino Land Development Co., Inc, Attn: Gary Merlino April 23, 2014 Page 3 GQ-40S) as "undifferentiated glacial sediments" underlain by "Renton Formation" bedrock, Undifferentiated glacial sediments are described by the USGS as consisting of layers of glacial till (ice deposited silty sand with gravel), glacial outwash (stream-deposited sand and gravel), glaciolacustrine deposits (lake-deposited clay and sand), and nonglacial sand and clay. Renton Formation bedrock is described by the USGS as interbedded (layered) sedimentary rock consisting of sandstone, siltstone, shale, claystone, carbonaceous shale and coal beds. Structurally, the bedrock has been uplifted, folded and faulted over time. This structural deformation of the bedrock has caused the "bedding" of the rock to be tilted about 10 to 14 degrees down to the east in the Merlino Property area. 5.0 SITE CONDITIONS 5.1 SURFACE CONDITIONS Surface reconnaissance of the Merlino Property was performed and completed by Brian Beaman of ICE on April 27, 2009 and February 2, 2014. The Merlino Property is located on a west-facing hillside overlooking the City of Renton and is bordered by Cedar Avenue South to the east, Cedar Crest Condominiums to the north, 1-40S to the west and undeveloped WSDOT-owned forest land and a Puget Sound Energy (PSE) transmission line easement to the south. Before placement of the Engineered Fill, the portion of the subject property immediately west of Cedar Avenue South was characterized by a steep (GO percent grade) road embankment long-ago-created for Cedar Avenue South, an embankment that was about S-to is-feet high and that transitioned to a natural slope inclined downward to the west at about a 20 to 30 percent grade. The natural slope tended to flatten gradually to the west. Mine Rock Fill (Coal Spoils) consisting of broken rock and coal fines were observed during field reconnaissance and test pits (Test Pits TP-8, TP-14 and TP-1G) completed for our previously described 200S study; these test pit locations are shown on Figure 2. Presently, the Engineered Fill has formed along most of the Merlino Property's east side abutting the west edge of Cedar Avenue South a nearly-level plateau area that extends west the west edge of the existing Cedar Avenue South right-of-way about 112-to 122-feet to the plateau's crest. This nearly-level plateau area is where the seven residential lots are planned. From the west edge of the plateau, a slope field measured at about 30 degrees (about 1.7SH:1V -horizontal to vertical) extends down to the west toward the 1-405 right-of-way. The nearly-level plateau area is vegetated with grass. The slope is vegetated with Douglas fir trees about 8-feet high and with shrubs. No surface water was observed within the Merlino Property at the time of our 2009 and 2014 site reconnaissance efforts. We also did not observe topographic anomalies, such as steep-sided pits (sinkholes), which could indicate underground mine collapse within Merlino Property pre-or post- Engineered Fill. 5.2 ABANDONED UNDERGROUND COAL MINES 5.2.1 Documented Mining The Renton Mine was active in the vicinity of the Merlino Property from about 1874 to 1933 on the No. 3 Coal Seam. Typically, coal was removed from this mine using room-and-pillar mining methods; coal "pillars" were left in place for support of the "rooms" where the coal was removed. Eventually, most, or all, of the coal pillars were removed upon retreat of these production areas to promote collapse of the Icicle Creek Engineers 0864001/04Z314 Merlino Land Development Co., Inc. Attn: Gary Merlino April 23, 2014 Page 4 mined-out areas. A "barrier pillar" of intact coal was usually left in place in the shallowest areas of the coal mine to reduce the risk of causing a collapse of the ground surface. The thickness of coal mined was about 8 feet according to historical records. The total thickness of the NO.3 Coal Seam is about 12 feet. Based on our review of the previously-referenced available information and site observations, the original main slope coal mine entries (referred to as the "Main Entry" and "Fan House" for the Renton Mine) are located about 170 feet south of the central portion of the Merlino Property's south property line as shown on Figure 2. As the mine expanded, a rock tunnel was driven from the main slope west- northwest to a point along the east side of the current location of Benson Road (a road that lies along the base of the hill adjacent to the current location of Sam's Club). The rock tunnel provided an easier means for removing coal from the underground mine workings. The rock tunnel crosses under the WSDOT property to the south of the Merlino Property and extends west-northwest under 1-405, as shown on Figure 2, to where the backfilled (currently inaccessible) mine entry to the west is located. The location of that mine entry is not shown on Figure 2 as it is west-northwest of the mapped area. The mine workings extend north-northeast and east from the rock tunnel at an approximately 10 degree angle below horizontal with a series of haulageways and production or room areas that were driven at right angles to the main slope. Each haulageway along with its production area was referred to as a "Level." Underlying a portion of the southeast part of the Merlino Property in the vicinity of the south end of Cedar Avenue South is the 1" Level of the Renton Mine. The Renton Mine ultimately contained 12 levels extending underground a distance of over 1 mile east of the south end of the Merlino Property. 5.2.2 Undocumented Mining The Renton Mine is located in an area where undocumented mining occurred. We observed no evidence of undocumented mining during our field reconnaissance and observation efforts within the Merlino Property or its immediate vicinity. 5.3 2009 GROUND-PROOFING PROGRAM SUMMARY Subsurface conditions in the area of the south end of Cedar Avenue South (High Coal Mine Hazard Area) were explored by drilling seven, three-inch-diameter borings (Borings B-5 through B-11) at the approximate locations shown on Figure 2. Exploration locations were established by measuring from physical features at the site. The number of borings was determined such that the probability of drilling through "support pillars" was reduced to a very low level. The borings were drilled on April 27, 2009 to depths ranging from 53 to 84 feet below the ground surface in the area likely underlain by a portion of the 1" Level of the Renton Mine. The borings were advanced using track-mounted, hydraulic/air- percussion drilling equipment owned and operated by McCallum Rock Drilling, Inc. of Chehalis, Washington. Borings B-5, B-10 and B-11 were drilled at a vertical orientation. Borings B-6 through B-9 were drilled at an angle (varying from 25 to 30 degrees off of vertical) from the surface location of Boring B-5. The purpose of drilling the angle borings was to evaluate the conditions of the Renton Mine and the NO.3 Coal Seam in areas that were otherwise inaccessible. Soil and bedrock samples (drill cuttings) were observed continuously as the borings were advanced. The subsurface explorations were continuously logged by a geological engineer from our firm. Soils were classified in general accordance with ASTM Test Method D 2488 as shown on the Explanation for Boring Icicle Creek Engineers 0864001/042314 I I I I I I I I I I I I I I I I I , I I I I I I I I I I Merlino Land Development Co., Inc. Attn: Gary Merlino April 23, 2014 Page 5 Logs, Figure 4. Bedrock was classified in general accordance with the WSDOT Geotechnical Design Manual. The boring logs are presented in Figures 5 through 11. The borings for this study were supplemented by three test borings (Borings B-1 through B-3) that were previously completed by ICE for GWC (ICE, June 10, 2005). The locations of these supplemental borings are shown on Figure 2. Boring B-4 (not shown on Figure 2) was completed for GWC on a nearby property and into a different coal seam (No.2 Coal Seam) not related to this project. The logs of Borings B-1 through B-3 are included in Attachment B. A summary of the subsurface conditions observed in the current and supplemental borings is presented below. Note: The thickness of void indicated Is not corrected for drilling at an angle; the actual thickness of void is likely 2 to 3 feet less than that indicated by the drilling penetration. Borings B-1 through B-3 encountered the top of the No.3 Coal Seam (intact -not mined) immediately below the overburden soils at a depth ranging from 7 to 10 feet below the ground surface. Borings B-5 through B-11 encountered about 5 to 6 feet of overburden soils. Borings B-5 through B-11 encountered a 3-to 5-foot thick layer of carbonaceous shale overlying the No.3 Coal Seam or RentonMine, which is generally overlain by sandstone. Borings B-5 and B-7 through B-11 encountered sandstone underlying the No.3 Coal Seam. We encountered "intact bedrock" at the base of the Renton Mine void in Borings B-6 and B-7, but were unable to observe drill cuttings because of the loss of air circulation caused by the void. No groundwater was observed in Borings B-1 through B-3 or Borings B-5 through B-11 at the time of drilling. 5.4 GENERAL DESCRIPTION OF HAZARDS ASSOCIATED WITH COAL MINES The principal physical hazards associated with abandoned underground coal mines include the following: • Sinkholes (High Coal Mine Hazard Areas) • Regional ground subsidence (Medium Coal Mine Hazard Areas) Icicle Creek Engineers 0864001/042314 Merlino Land Development Co., Inc. Attn: Gary Merlino April 23, 2014 Page 6 5.5 THE CITY OF RENTON'S DEFINITIONS OF THREE CLASSES OF COAL MINE HAZARD AREAS RMC 4-3-050J.1.e defines coal mine hazards as follows: High Coal Mine Hazards -Areas with abandoned and improperly sealed mine openings and areas underlain by mine workings shallower than two hundred feet (200') in depth for steeply dipping seams, or shallower than fifteen (15) times the thickness of the seam or workings for gently dipping seams. These areas may be affected by collapse or other subsidence. Medium Coal Mine Hazards -Areas where the mine workings are deeper than two hundred feet (200') for steeply dipping seams, or deeper thon fifteen (15) times the thickness of the seam for gently dipping seoms. These areas may be affected by subsidence. Low Coal Mine Hazards -Areas with no known mine workings and no predicted subsidence. While no mines are known in these areas, undocumented mining is known to have occurred. 6.0 ANALYSIS OF COAL MINE HAZARDS 6.1 HIGH COAL MINE HAZARD AREAS As previously mentioned, the goal of ICE's 2009 ground-proofing program was to further evaluate the location and coal seam/mine condition within the Merlino Property. Our June 2005 report completed for GWC includes three test borings (Borings B-1, B-2, and B-3) within the Merlino Property; seven additional test borings (Borings B-5 through B-l1) within the Merlino Property and within the adjacent south end of the Cedar Avenue South right-of-way were completed in 2009. These boring locations are shown on Figure 2. Based on the results of these explorations, we were able to accurately locate the 1" Level of the Renton Mine (encountered in Borings B-6 and B-7) and also locate intact coal, commonly referred to as a "barrier pillar," that was left in place to protect the ground surface. It appears that the 1" Level of the Renton Mine is located about 30 feet east and about 25 feet south of the location shown in ICE's June 2005 report. Our reinterpretation of the High Coal Mine Hazard Area at the Merlino Property, which is based on Borings B-5 through B-l1, is shown on the Coal Mine Hazard Map, Figure 3. 6.2 MEDIUM COAL MINE HAZARD AREAS No ground subsidence should occur outside of the High Coal Mine Hazard Area because it appears (based on ground proofing) to be underlain by intact coal (a barrier pillar) that was left in-place to protect the ground surface. No Medium Coal Mine Hazard Areas exist outside of the High Coal Mine Hazard area within the Merlino Property or within adjacent Cedar Avenue South. 6.3 LOW COAL MINE HAZARD AREAS Based on our site observations in 2009 and 2014, and review of the regional mapping of coal mine hazards by the City of Renton, portions of this area are where no known mine workings occur and no predicted subsidence is probable. Although undocumented coal mining could have occurred in this area, no evidence was observed during our reconnaissance efforts completed for this study. The Low Coal Mine Hazard Area within the Merlino Property and within abutting Cedar Avenue South is shown on Figure 3. Icicle Creek Engineers 0864001/042314 I 'I I ,. 'I il I ,I I I I I -I ,I ,I 'I I I :1 I I I I I I I I I I I I I I I I I I Merlino Land Development Co., Inc. Attn: Gary Merlino April 23, 2014 Page 7 7.0 CONCLUSIONS Based on our review of available information, site observations, ground proofing and analysis of coal mine hazards within the Merlino Property and Cedar Avenue South, we have developed the following conclusions: • The results of our ground-proofing program (Borings B-5 through B-ll) suggest that the 1" Level of the Renton Mine is situated slightly east (about 30 feet) and south (about 25 feet) of the location indicated in ICE's June 2005 report. • Borings B-6 and B-7 encountered uncollapsed mine workings (1" Level, Renton Mine, No.3 Coal Seam) at depths of 65 feet and 39 feet, respectively. At these depths, a portion of the Renton Mine is located beneath the southeast corner of the Merlino Property at the south end of Cedar Avenue South. • Borings B-5 and B-8 through B-11 encountered intact coal (unmined NO.3 Coal Seam), indicating a barrier pillar that was left in-place to protect the ground surface from subsidence. The presence of the intact coal (barrier pillar) is consistent with the results of Borings B-1 through B-3 that were completed to the west and north of the south end of Cedar Avenue South (ICE, June 2005). • Based on the results of Borings B-5 through B-11, we conclude that the High Coal Mine Hazard Area should be delineated as shown on Figure 3. Other areas that were previously delineated as a High Coal Mine Hazard Area in ICE's June 2005 report should be reclassified as a Low Coal Mine Hazard Area. • The Medium Coal Mine Hazard Area is included (subsumed) within the High Coal Mine Hazard Area. • None of the proposed seven lots lie within the High Coal Mine Hazard Area or within the Medium Coal Mine Hazard Area as shown on Figure 3. • Most of the area of Cedar Avenue South proposed to be widened lies outside of the High Coal Mine Hazard Area as shown on Figure 3. • Based on our site observations in 2009 and 2014, and knowledge of the location of the Renton Mine, Low Coal Mine Hazard Areas are shown on Figure 3. 8.0 RECOMMENDATIONS • No structures should be constructed in High Coal Mine Hazard Areas. In our opinion, fill may be placed in High Coal Mine Hazard Areas provided that the fill is not used to support structures. The stormwater vault and underground pipes could be supported by a deep foundation that extends below the underground mine, or structurally designed to span a void of 10 feet in diameter along with the drag forces caused by caving soils around these structures should a sinkhole occur. Manholes would need to be structurally supported on the side of the vault. • Road access, including fill placement for road access (no cuts), may be constructed in the High Coal Mine Hazard Areas. 9.0 USE OF THIS REPORT We have prepared this report for use by Merlino Land Development Co., Inc. The data and report should be used for land use planning, but our report, conclusions and interpretations should not be construed as a warranty of subsurface conditions. There are probable variations in subsurface conditions between the explorations; variation in subsurface conditions may also occur with time. A contingency for unanticipated conditions should be included in the short plat infrastructure construction's budget and schedule. During construction, sufficient observation, testing and consultation by our firm should be provided to (1) evaluate whether the Icicle Creek Engineers 0864001!04Z314 Merlino Land Development Co., Inc. Attn: Gary Merlino April 23, 2014 Page 8 conditions encountered are consistent with those indicated by the explorations, (2) provide recommendations for design changes if the conditions encountered during construction differ from those anticipated, and (3) evaluate whether earthwork activities comply with contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. ******************* We trust this information meets your present needs. If you have any questions or if we can be of further assistance to you, please call. Yours very truly, Icicle Creek Engineers, Inc. Brian R. Beaman, PE, LEG, LHG Principal Engineer/Geologist/Hydrogeologist Document ID: 0864001.CMH.Report Attachments: Vicinity Map -Figure 1 Site Plan -Figure 2 Coal Mine Hazard Map -Figure 3 Explanation for Boring logs -Figure 4 Boring Logs -Figures 5 through 11 K~~II~n:L~~ Principal Engineering Geologist Attachment A -1-405 COS Technical Memorandum, August 14, 2009 Attachment B -Supplemental Boring logs Submitted via surface mail (three original copies) cc: David Halinen, HaHnen law (email as pdf, surface mail-one original copy) Icicle Creek Engineers 0864001/042314 'I I I I I I I I I ·1' I I I II I I' I ! I I I I i , I I I I I I I I I I I t FIGURES Icicle Creek Engineers 0864001/042314 I I I I I I I I I I I, I I I I I I 'I I -------- o VICINITY MAP 2,000 Approximate Scale in Feet MERLINO SHORT PLAT -PROPOSED HOT RESIDENTIAL DEVELOPMENT RENTON, WASHINGTON 4,000 I Icicle Creek Engineers, Inc. :::,::-:- 29335 NE 20th Street Carnation, Washington 98014 (4251333-0093 CHoC"EO-'\' DAf!, Aprlll1,1Il1' N ICE FltE NUMBER 0864-001 Figure 1 1 . CGt>NECT SeIlER I I STUeTO EX&"' S:.:.N\T ART' SEWER r,PROP05EO 17" 5TOR'1 DRAIN .~: ~. I --r ~. ··i)(1;;'J·;~AIER·$U~ACE:223.o ::; ':'.. -~eoTiC!il LIVE StORAeJE.2ItoO ~.. I"';'~;:" oorro,s ='EAD 5TORAUE.2/20 { J ::. -.r=.f.' ... k.4' 5=PMUTION TO EX. 5EIlJER I . . 1 .. ;· -/ ~ .114.0' (T'rP) .... :5, «" ~ ',.. : SO' 5EPACUTI:::..t TO ex. &TO~ ~ ~: . -..;..-.~ I,,:,:, ~. _Proposed Right-of-Way Line": .,' _<4"$'~~~--~ -__ EXi~!i~:':!;'_'ii.~~,,:~-:~::-f-~W;a~Y~L~in=e:;p:;=;'\i=;;''"'~-;:_~'~~T~~~~~dJ~=;:;:;g":-~~~g#2:;;2~ , L _____ J1L ______ J -;. --- ....;~:-..::.-.TRACT.:,i _ _ _~~~~r~~~~~~~--c~1~,r ,::~ • • -.::'--:,& ~ti~ __ .:_ ~ ..::.....::-: _ -Tfi-if±f .. -----,", -.-~ ---~. . --"-... --~ -Merlino PropertY--_" ,: ~-~:--:: '.-:"' -~f-~ :~~u.:~Lf~·::;?;(~~L::> -"-"--.;.;,.,-.~_~-..: Rock Tunnel Area -~-1 ----:---- EXPLANATION Boring Location (2009) B-5S B-3ffi IJ7 Boring Location (2005) TP-lli 1::p" Test Pit Location (2005) ~ Mine Rock Fill (Coal Spoils) £"'0=V (based on 2005 field reconnaissance) removed or covered during 1-405 e}[pansion) ~ Backfilled Mine Opening z iiilS ! o 100 200 Approximate Scale in Feet SITE PLAN \Icic\e Creek Engineers, I /, ./. ./ Borings 8-5 through 8-9 were drilled from the same location; Bonng 6-5 was vertically oriented and 80rings 8-6 through 8-9 were driUed at an angle varying from 25 to 30 degrees off of vertical. 2933S NE 20th Street MERLINO SHORT PLAT -PROPOSED 7-LOT RESIDENTIAL DEVELOPMENT I Carnation. Washington 98014 --" _. --- - - ----.. -h" SEWER 6TUe (';TPJ-.. I r.~O C" 9iOR"l OI'<.AIN . ~, .~ ~ ~ I ~~~ACE i;:< "'~ ~Te~AI:-.I --.. D.I.I:IATERt:'lAIN. s.=P""'-RAT.\ON TO ex. seWER 1 5EPA~TI"", TO E)<'. STOCCM ~}~ ;tii ~.ti~:~r:~,~ -~.":- JfJ:l~;_~~~ ~ ,-..:.. ~ ... -r-· _, ___ :...~-:-:----._~_. _ ,:,~ , ,i.I', -Merlino Prop~rt~__ ~~>,: ___ :. '-___ .> ~<__ _: :1-,·;~~::;~: :;~~' ___ £;::s-~-- .. -.. ~ EXPLANATION High Coal Mine Hazard Area Areas with abandoned and improperly sealed mine openings and areas underlain by mine workings shallower than 200 feet in depth (RMC 4-3-050J.1.ejiL). No structures should be planned in this area; fill placement is OK. Z il S !!!: Low Coal Mine Hazard Area Areas with no known mine workings and no predicted subsidence (RMC 4-3-050 J.1.e.i.). Building and road development should be allowed; no mitigation recommended. o COAL MINE HAZARD MAP 100 :;AC:p:':p:':ro::x=':im=a;=te=rc:e in Feet 200 - Icicle Creek Engineers, MERLINO SHORT PlAT -PROPOSED 7-LOT RESIDENTIAL DEVELOPMENT RENTON, WASHINGTON 29335 NE 20th Street Carnation, Washington 98014 1425)333-0093 --'~ Unified Soil Classification System Soil Classification and MAJOR DIVISIONS Generalized Group Soil Particle Size Definitions Description Component Size Range Coarse-GRAVEL GW Well-graded gravels Grained CLEAN GRAVEL More than 50% GP Poorly-graded gravels Soils of coarse fraction GRAVEL WITH GM Gravel and silt mixtures retained on the No.4 sieve FINES GC Gravel and clay mixtures SAND CLEAN SAND SW Wcll-b'1'udcd sand Morc than 50% SP Poorly-graded sand More than 50% of coarse fraction SANDWITB SM Sand and silt mixtures retained on the passes the FINES No. 200 sieve No.4 sieve SC Sand and clay mixtures Boulders Coarser than 12 inch Cobbles 3 inch to 12 inch Gravel 3 inch to No.4 (4.78 mm) Coarse 3 inch to 3/4 inch Fine 3/4 inch to NO.4 (4.78 mm) Sand No.4 (4.78 mm) to No. 200 (0.074mm) Coarse NO.4 (4.78 mm) to No. 10 (2.0 mm) Medium No. 10 (2.0 mm) to No. 40 (0.42 mm) Fine-SILT AND CLAY ML Low-plasticity silts Grained INORGANIC Soils CL Low-plasticity clays Liquid Limit ORGANIC OL Low pmslclty orgamc Silts less than 50 and organic clays Fine No. 40 (0.42 mm) to No. 200 (0.074 mm) Silt and Clay Finer than No. 200 (0.074 mm) SILT AND CLAY Mil High-plasticity silts INORGANIC More than 50% CH High-plasticity clays passing the Liquid Limit ORGANIC OH Iligh-plasticity organic silts No. 200 sieve greater than 50 and organic eJays Highly Organic Soils Primarily organic matter with organic odor PT Peat NOles: I) Soil classlficauon based on VIsual classification of soil is based on ASTM D248~, Soil Moisture Modifiers 2) Soil classification using IlioorafOl)' tests is based on ASTM D2487. 3) Description of soil density or consistency is based on intc!pretation of blow counl data amI/or test data. Soil Moisture Description Dry Absence of moisture Moist Damp, but no visible water Wet Visible water Key to Boring Log Symbols Sampling Method Boring Log Description Symbol Laboratory Tests 34 I Location of relatively undisturbed sample Test Symbol Blows required to drive a 2.4 inch 1.0. split-barrel sampler ~ 12-inches or other indicated 12 Location of disturbed sample distance using a 300-pound Moisture Content MC Density DN hammer falling 30 inches. Grain Size GS 21 0 Location of sample attempt with no recovery Percent Fines PF Attcrberg Limits AL Blows required to drive a 1.5-[I Location of sample obtained in general inch 1.0. split barrel sampler 14 accordance with Standard Penetration Test (SPT -Standard Penetration (ASTM D-1586) test procedures. Test) 12-inches or other indicated distance using a rn Location ofSPT sampling attempt with no 140-pound hammer falling 30 30 inches. recovery. Hydrometer Analysis IlA Consolidation CN Compaction CP Penneability PM Unconfined Compression UC Sampler pushed with the weight of the Unconsolidated Undrained TX UU Pushed Sampler p 0 hammer or against weight of the drilling rig. Consolidated Undrained TX CU Grab Sample G 0 Sample obtained from drill cuttings. Consolidated Drained TX Chemical Analysis Notc. The [roes separatmg SOli types on the logs represents apprmumatc boundanes only. The actual boundanes Illay vary or be gradual. EXPLANATION FOR BORING LOGS MERLINO SHORT PLAT -PROPOSED 7-LOT DEVELOPMENT RENTON, WASHINGTON Creek E ngi neers, 29335 NE 20th Street Carnation, Washington 98014 (425)333-0093 CD CA I '" :;; C' .. 0 I I, I; I I I I' I' I I I, I: I: I I I ;; ~ lL .S .c 15. ~ 0 Boring B-5 Ground Surface Elevation: 200 feet Description duff and topsoil silty fine to medium SAND (completely weathered bedrock) Comments iiBr;~o)~w;~n,;m~;e;~djii,u;;m~.-·ggl;r;a;ii'n~;e;~diis3iA\iN~IDJ;SSTi(O}IN~iEEi(;s;iliiOghhltil;y';';;~ti,~;~d:t:??;~'ROCktn--I Bedrock encountered at very weak) (Renton Formation bedrock) 5 feet Light gray medium-grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) o o o o o o Groundwater Observations I of 2 Icicle Creek Engineers Boring Log -Figure 5 Description Light gray medium-grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) Dark brown (Renton Formation bedrock) Black COAL (fresh, very weak) (Renton bedrock) completed at 71 feet on April 27, 2009 Icicle Creek Engineers Boring B-5 o o o Comments NO.3 COAL SEAM (coal seam intact from 57 -70 feet -not mined) Groundwater Observations No groundwater observed 2 of 2 " ~ "- .5 % ~ 0 I I I i I I I I I I I I 1- I ,I I I I Boring Log -Figure 5 I I I I I I I I I I I I I I I I I I I I Boring B-6 (top hole location at Boring 8-5 oriented at 25° from vertical at azimuth 090") Ground Surface Elevation: 200 feet Description silty fine to medium SAND (completely weathered t=,'-':,'1 bedrock) Brown medium-grained SANDSTONE (slightly very weak) (Renton Formation bedrock) I brown medium-grained SANDSTONE (fresh, very weak) (Renton formation bedrock) CARBONACEOUS SHALE (fresh, vpo, w,ookl Formation bedrock) Formation bedrock) o o o o o o Comments Bedrock encountered at 6 feet Groundwater Observations 1 of 2 Icicle Creek Engineers Boring Log -Figure 6 Description Light gray medium-grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) (Renton Formation bedrock) RENTON MINE (open mine workings -uncol1apsed) Boring B-6 Comments o o Complete loss of 'o'o",","-!-'r",'1 compressed air Void Void D D circulation at 65 feet RENTON MINE (open from 65 -77 feet -mined out) Groundwater Observations Drilling resistance c,---,--:-,-=--:--:---:--:c:::c-:::-:-.,-----/--.... !-----+--I indicates intact rock (not Boring completed at 77 feet on April 27, 2009 mined) at 77 feet No groundwater observed 2 of 2 Ql Q) "'- ,~ t Q) Cl I I I I II I I I I I I I I II I I I Icicle Creek Engineers Boring Log -Figure 6 I I, I I I I I I I I I I I I I I I I I 0; ,f .E Ground Surface Elevation: 200 feet Boring B-7 (top hole location at Boring 8-5 oriented at 3D' from vertical at azimuth 180" :8. Description Comments ~ o Forest duff and topsoil :·c;".~·.·········.·····.···················.···~ Brown silty fine to medium SAND (completely weathered bedrock) Light gray medium-grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) (fresh, very weak) RENTON MINE (open mine workings -uncollapsed) o o o o o o Bedrock encountered at 6 feet Complete loss of .... · .... ·1··· .. , compressed air Circulation at 39 feet Void Void o o RENTON MINE (open from 39 -53 feet -mined out) Page 1 of 2 Groundwater Observations Icicle Creek Engineers Boring Log -Figure 7 ~ s;e Boring B-7 0 ~ ~ I '" ::< ~ OJ Soil/Rock Profile ~ "- .S u % Description :c Co ~ l"8' 0 (!)-, ~ -50 RENTON MINE (open mine workings -uncoUapsed) C!) -i -." ~ -Boring completed at 53 feet on April 27, 2009 -' · -55 · I- 1--60 l- l- l- l- 1--65 l- l- l- '" -70 -e- 8.. £. ~ -75 ~. " z · .~ · .. 1--80 l- l- l- l- 1--85 l- l- l- ~90 l- I- ~ 9- ::b -95 c:- ~- ~- ". -100 Sec Fi urc 4 for ex lanation of s mbols g p y Icicle Creek Engineers c 0 ~ ~c g-o...g 'oll E1l jL~ E "'0 Itl~ w-' Void D Comments RENTON MINE (open from 39 -53 feet -mined out) Orilling resistance indicates intact rock (not mined) at 53 feet Page 2 of 2 OJ ~ "-Groundwater .S Observations % ~ 0 50- No groundwater observed · " 55...., • 60- · · · · 65- · · · 70- · · · 75- · · · so- · · · · 85- · · · · 90- · 95- · · · 100- I I I I I I I I I I I I • .' I Boring Log· Figure 7 I I I I I I I I I I I I I I I I I I I I Boring B-8 (top hole location at Boring 8-5 oriented at 30" from vertical at azimuth 000") Ground Surface Elevation: 200 feet Forest duff and Brown silty fine to bedrock) Description SAND (completely weathered Light gray medium-grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) Dark brown CARBONACEOUS SHALE (fresh, very weak) (Renton Formation bedrock) o o o Comments Bedrock encountered at 6 feet Groundwater Observations I of 2 Icicle Creek Engineers Boring Log -Figure 8 Boring B-8 Description SHALE (fresh. very weak) COAL (fresh, very weak) (Renton Formation bedrock) Ught gray medium-grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) completed at 83 feet on April 27, 2009 Icicle Creek Engineers o o o o o Comments NO.3 COAL SEAM (coal seam intact from 51 -66 feet -not mined) , . Page 2 of 2 il "-Groundwater .5 Observations % " o No groundwater observed Boring Log -Figure 8 I I I I I I I I I I I I I 'I ., I I I I I I I I I I I I I I I I I I I I I I Ground Surface Elevation: 200 feet il u.. .£ Boring B-9 (top hole location at Boring B-5 oriented at 3D" from vertical at azimuth 3 12° % Description Comments ID o Forest duff and topsoj) ········c····································§ Brown silty fine to medium SAND (completely weathered bedrock) Groundwater Observations I of 2 ~ .£ £ c. m o I [;"i;',~::,;;t~~:~;:::::~'!S~()~E"·' I'i,"", W~'~'.d~"';" "., ·,;·;0·".,,···.· ............ j~~g;~:;ktl~. j Bedrock encountered at I~ 6 feet light brown medium-grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) CARBONACEOUS SHALE (fresh, very Formation bedrock) gray medium-grained SANDSTONE (fresh. very weak) (Renton Formation bedrock) Icicle Creek Engineers o o o o o o o Boring Log -Figure 9 "- £ ~ " o Description gray medium-grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) gray medium-grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) completed at 84 feet on April 27, 2009 Icicle Creek Engineers Boring B-9 D D D D D D D Comments NO.3 COAL SEAM (coal seam intact from 59 -73 feet -not mined) Page 2 of 2 Groundwater Observations No groundwater observed I I I I I I I I I I I I I I tl 11 II I Boring Log -Figure 9 I I I v; ~ I I I I I I I I I I I I I I I I I Boring B-IO a; w u. .~ % w 0 Ground Surface Elevation: 186 feet Description Forest duff and topsoil Brown silty fine to medium SAND (completely weathered bedrock) Ught gray medium-grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) Dark brown CARBONACEOUS SHALE (fresh, very weak) (Renton Formation bedrock) Black COAL (fresh, very weak) (Renton Formation bedrock) Icicle Creek Engineers o o o o o o Comments Bedrock encountered at 5 feet NO.3 COAL SEAM (coal seam intact from 36 -49 feet -not mined) Page I of 2 Groundwater Observations Boring Log -Figure 10 '" ~ Boring ~ Vi ::; ~ ;; Soil/Rock Profile ~ u. 0 .E u g % Description :.: .go c. " roc> '~ .0 Cl ~ 0 'Bl!! [ {9 .... ~rso Ught gray medium-grained SANDSTONE (fresh, very Rock i r weak) (Renton Formation bedrock) .of- il l of -55 ~t Rock - r .)1 r-60 Boring completed at 59 feet on April 27, 2009 --- -65 - r r - -70 E-o c. 2 .. -75 .. ~ ~ - ;g ! " z --u ~ 2 -80 .. - r r -85 -- -90 f- r -- -95 -- -100 Sec Fi' ex lanat' gure 4 for p IOn of symbols Icicle Creek Engineers B-IO ~ c e.g Comments ~ g (f) .... 0 0 Page 2 of 2 ;; ~ u. Groundwater .5 Observations % " Cl 50- 55- No groundwater observed 60- 65- . -- 70- 75- 80- 85- 90- 95- 100- I I I I I I I I I I I I I I I Boring Log -Figure 10 I I I I I I I I I I !I I I I I I I I Boring B-11 Ground Surface Elevation: 185 feet il u- £ % Description m o Forest duff and topsoil Brown silty fine to medium SAND (completely weathered bedrock) Ught gray medium-grained SANDSTONE (fresh, very weak) (Renton Formation bedrock) Dark brown CARBONACEOUS SHALE (fresh, very weak) (Renton Formation bedrock) Black COAL (fresh, very weak) (Renton Formation bedrock) Icicle Creek Engineers o o o o o o Comments Bedrock encountered at 5 feet NO.3 COAL SEAM (coal seam intact from 41 -52 feet -not mined) Groundwater Observations I of 2 Boring Log -Figure 11 Description ;:i r-50 Black COAL (fresh, very weak) (Renton Formation ~r bedrock) !It Light gray medium-grained SANDSTONE (fresh, very ~ weak) (Renton Formation bedrock) ...J ~55 - I-r 60 Boring completed at 59 feet on April 27, 2009 --- -65 - - -85 ---- -90 ---8-~ -95 0_ o Z - tIDO iec F'gure 4 for Icicle Creek Engineers Boring B-11 : Profile ~ c 0.. g Comments E !'l ~ 0 U)...J I R 0 NO.3 COAL SEAM ock ' (coal seam intact from .. j;; .' ............... 1 ......... 141 -52 feet -not mined) ~ , ... ~~. 0 Page 2 of 2 Ground Water Observations 50-- ;5- No groundwater observed I 60- 65-, 70- 75- 80- 85- 90- 95- 100- I I I I I I I I I I I I I 11 " I I I Boring Log -Figure 11 I I I I I I I I I I I I I I I I I I I I ATIACHMENTA 1-40S CORRIDOR DESIGN BUILDERS TECHNICAL MEMORANDUM DATED AUGUST 14, 2009 1-40S RENTON STAGE 2 DESIGN/BUILD PROJECT WSDOT EXCHANGE PROPERTY REINFORCED SOIL SLOPE GEOTECHNICAL DESIGN RECOMMENDATIONS MEMORANDUM Icicle Creek Engineers 0864001/042314 I I I I I I I I I I I I I I I I I I I TECHNICAL MEMORANDUM 1-405 Renton Stage 2 Design/Build Project WSDOT Exchange Property Reinforced Soil Slope Geotechnical Design Recommendations Memorandum PREPARED FOR: PREPARED BY: REVIEWED BY: COPIES: DATE: Introduction 1-405 Corridor Design Builders (COB) Roch Player/COB Don Anderson/COB Dave ]enkins/WSDOT Anthony Stirbys/WSDOT August 14,2009 REVO This Geotechnical Design Recommendations Memorandum summarizes the geotechnical recommendations and design criteria for design and construction of a 1.5:1 (horizontal to vertical) Reinforced Soil Slope (RSS) required to construct the WSDOT Exchange Property fill, part of the 1-405 Renton Stage 2 Design/ Build Project. The RSS will support the west side of the WSDOT Exchange Property fill. The WSDOT Exchange Property fill is approximately 700 feet long and varies in height up to 90 feet from the toe to the top of the fill (see Figure 1). The RSS reinforcing begins at construction stationing approximately Station 10+35 and continues to Station 15+95 (1t.). Attachment A contains the proposed RSS plans. Design of RSS system is in accordance with the requirements of the 2008 Washington State Department of Transportation Geotechnical Design Manual (WSDOT GDM) Section 15.5.6. This section specifies that design of primary reinforcement must be in accordance with FHWA Publication FHWA-NHl-00-043, "Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines," by Elias, et al. (2001) and provides minimum WSDOT design criteria. These design criteria are summarized in this memorandum. RTNIRS2_EXCHANGEPOPERTY _RSS_OESIGNRECOMMENDATIONS_REVO_081409.00C COPYRIGHT 2009 BY 1.405 CORRIDOR DESIGN BUILDERS· COMPANY CONFtDENTlAl REVO Subsurface Conditions Geotechnical conditions for the WSDOT Exchange Property area were established on the basis of existing geotechnical explorations supplemented by 3 new explorations advanced by Icicle Creek Engineers in support of the Renton Stage 2 Project. The new boring logs were used with the existing site soil information to develop geotechnical parameters for analysis and design of RSS slope. Geotechnical Explorations The following exploration locations were used in the evaluation of the site conditions and in the creation of soil profiles beneath the RSS. The boring and test pit logs were also used to develop geotechnical parameters for analysis and design of the RSS. The source of the exploration information is summarized in Table 1. Figure 2 shows the approximate locations of the explorations. Figure 3 shows the interpreted typical subsurface. Copies of the exploration logs are included in Attachment B. TABLE 1: WSDOT EXCHANGE PROPERTY EXPLORATION LOCATIONS Exploration Location Type Source B·1 Boring Icicle Creek Engineers, Inc., 2005 B-2 Boring Icicle Creek Engineers, Inc., 2005 B-3 Boring Icicle Creek Engineers, Inc., 2005 TP-1 Test pit Icicle Creek Engineers, Inc., 2005 TP-2 Test pit Icicle Creek Engineers, Inc., 2005 TP-3 Test pit Icicle Creek Engineers, Inc., 2005 TP-4 Test pit Icicle Creek Engineers, Inc., 2005 TP-5 Test pit Icicle Creek Engineers, Inc., 2005 TP-6 Test pit Icicle Creek Engineers, Inc., 2005 TP-7 Test pit Icicle Creek Engineers, Inc., 2005 TP-8 Test pit Icicle Creek Engineers, Inc., 2005 TP-12 Test pit Icicle Creek Engineers, Inc., 2005 TP-13 Test pit Icicle Creek Engineers, Inc., 2005 TP-14 Test pit Icicle Creek Engineers, Inc., 2005 TP-15 Test pit Icicle Creek Engineers, Inc., 2005 TP-16 Test pit Icicle Creek Engineers, Inc., 2005 515-4-06 Boring Geoengineers, 2007 CDB-6p-08 Boring Geoengineers, 2007 SRX-20-05 Boring Geoengineers, 2007 RTNfRS2 EXCHANGEPOPERTY RSS DESIGNRECOMMENDATIONS REVO 081409.DOC ---COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS' COMPANY CONFIDENTIAL I I I I I I I I I I I II 11 11 I I I I I I I I I I I I I I I I I I I I I I I I TABLE 1: WSDOT EXCHANGE PROPERTY EXPLORATION LOCATIONS Exploration Location Type 515·6·06 Boring 515·7·06 Boring B·5 Boring B·l0 Boring B·ll Boring Source Geoengineers, 2007 Geoengineers, 2007 REVO Icicle Creek Engineers, Inc., 2009 Icicle Creek Engineers, Inc., 2009 Icicle Creek Engineers, Inc., 2009 Icicle Creek Engineers, Inc., "Report· Coal Mine Hazard Assessment and Preliminary Geotechnical Evaluation, Renton Hill Property, King County Parcel Nos. 2023059085 and 0007200194/196, Renton, Washington," June 10, 2005. GeoEngineers, 2007, "Geotechnical Baseline Report 1·405/1·5 to SR 169 Stage 2 -Widening and SR 515 Interchange, Renton, Washington," September 7,2007. Icicle Creek Engineers, Inc., "Report, Geological Engineering Services, Coal Mine Hazard Assessment, WSDOT Property, Renton, Washington," May 11, 2009. Interpreted Geotechnical Conditions and Groundwater Location The existing WSDOT Exchange property is an undeveloped parcel of land located on the hillside between 1-405 and Cedar Avenue. Slopes vary from 5 to over 90 percent, with slope lengths varying from 25 to over 100 feet. The site elevation varies from approximately 140 feet to 230 feet. The general subsurface profile consists of colluvium! fill overlying residual soils weathered from the Renton Formation overlying the Renton Formation. The colluvium! fill! residual soils are difficult to distinguish from each other and are considered as one unit for the analysis. The site is underlain by the Renton Formation sandstone bedrock. In the southwest portion of the site there are deposits of materials consisting of mine tailings and old municipal waste that are associated with the abandoned Renton Civic Dump site. The general characteristics of the predominant geologic units are as follows: o The colluvium! fill! residual soils vary from -1 foot to 10 feet thick over the site. These soils are generally medium dense and consist primarily of silty sand. o The tailings! municipal waste thickness varies from a thin veneer to over 25 feet thick. These soils are loose to medium dense and contain a wide variety of materials including silt, sand, slag, ashes, glass, metal, debris, and other materials associated with municipal waste disposal. Mine tailings may also be incorporated in this material, either as cover soils, or as a result of previous mining activities that occurred in the same area. • The Renton Formation consists of weak sandstone bedrock with occasional siltstone layers and extends below the depth explored with borings at the site. Boring log information indicates that groundwater was found generally in the Renton Formation, below elevation 100 feet. RTNIRS2_EXCHANGEPOPERTY _RSS _DESIGNRECOMMEN DA TIONS _REva _ 081409.DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS· COMPANY CONFIDENTIAL 3 REVO Seismicity and Ground Motions The Renton Stage 2 Project is being designed in accordance with WSOOT's current seismic design requirements. These requirements include use of a design earthquake that has a 7 percent probability of exceedance in a 75-year exposure period. The seismic ground motions and liquefaction potential for this design earthquake are summarized below. Seismic Ground Motions Oesign peak ground acceleration (PGA) of O.44g is used in analysis. This ground motion was determined using the AASHTO ground motions hazard map and a site coefficient for peak ground acceleration (Fpga) of 1.0 based on Site Class C site classification. Per the WSOOT GOM (2008), a horizontal pseudo-static acceleration coefficient, kh = 0.22 (F*PBA/2) was used in the global stability analysis. Use of this reduced seismic coefficient implies that several inches of permanent slope displacement is acceptable during the design seismic event. Liquefaction Potential Soils at the project site below the water table are the sandstone bedrock; therefore, liquefaction potential of site soils is very low. Surface water will be routed from the RSS and fill to prevent infiltration and possible ponding of water within the compacted fill layers and RSS. Geotechnical Design The design of RSS follows the steps outlined in Chapter 7 of FHWA Publication FHWA- NHI-00-043, "Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Oesign and Construction Guidelines," by Elias, et a1. (2001). General Design Considerations The general design considerations for this project are listed below. • Traffic Surcharge assumed equivalent to 2.0 feet of soil surcharge (surcharge unit weight = 125 pcf) = 125 pef x 2 feet = 250 psf. • Extensible (geosynthetic geogrid) reinforcement is to be used. • A wrapped face is not required because the slope is shallower than 1.2(H):1(V) (GOM, 2008). • Minimum length of reinforcing is 6 feet (GOM, 2008). • Primary reinforcing shall be vertically spaced at 3 feet or less (COM, 2008). • Minimum long-term allowable strength of primary reinforcing = 1,250 lb/ ft. RTN/RS2_EXCHANGEPOPERTY _RSS_DESIGNRECOMMENDA liONS _ REVO_081409,DOC COPYRIGHT 2009 BY 1-405 CQRRlOOR DESIGN BUILDERS' COMPANY CONFIDENTIAL 4 I I I I I I I I I I I I I I 11 11 I I I I I I I I I I I I I I I I I I I I I I --------- REVO • Secondary reinforcing between layers of primary reinforcing shall be at a maximum vertical spacing of 1 foot (GDM, 2008). Secondary reinforcing shall not be included in the internal stability analysis of the RSS. • Minimum long-term allowable strength of secondary reinforcing = 115Ib/in. • Backfill within the reinforced zone of the RSS shall consist of Common Borrow, meeting the requirements of WSDOT Standard Specifications Section 9-03.14(3), as modified in the Project Technical Specification drafted for the RSS. As follows: Sieve Size 3-inch No.4 No. 200 Geotechnical Material Properties Percent Passing 100 100 -20 0-35 The following properties were used in the design of the RSS: New Fill: • Unit weight = 130 pef • Internal angle of friction = 36 degrees • Cohesion (static case) = 0 psf • Internal angle of friction (seismic case) = 34 degrees • Apparent cohesion (seismic case) = 200 psf Residual soil/colluvium/fill: • Unit weight = 130 pef • Internal angle of friction = 36 degrees • Cohesion (static case) = 0 psf • Apparent cohesion (seismic case) = 200 psf Renton Formation: • Uniaxial compressive strength = 300 psi (43.2 ksf) • Geologic strength index (GSI) = 40 • Intact rock constant (mi) for sandstone = 17 • Disturbance factor (D) for good quality excavation = 0.0 • Mohr-Coulomb fit (Hoek-Brown Criteria), internal angle of friction = 32 degrees • Mohr-Coulomb fit (Hoek-Brown Criteria), cohesion (seismic and static cases) = 2100 psf Municipal Waste: • Unit weight = 115 pef • Internal angle of friction = 28 degrees • Cohesion (static case) = 300 psf • Apparent cohesion (seismic case) = 300 psf RTNIRS2_EXCHANGEPOPERTY _RSS _DESIGNRECOMMENDA TIONS _REVO _081409, DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS' COMPANY CONFIDENTIAL 5 REVO Reinforcement Length Requirements Analyses were conducted at selected sections along the RSS to evaluate the minimum reinforcement lengths (Lm;n) required to satisfy stability requirements. The analytical results were compared to GDM minimum acceptable criteria shown below. • Sliding FS:::1.5 • Global Stability (outside of reinforced zone) FS:::1.5 • Compound Failure (through face of RSS) FS:::1.5 • Internal Slope Stability (through the reinforcing) FS:::1.5 • Lateral Squeeze (bearing failure) FS:::1.5 • Seismic Stability FS:::1.1 The above factors of safety assume that structures (e.g., residences) will be constructed on the RSS fill in the future. For sliding, global stability, compound failure, internal stability, and seismic stability evaluations, the computer program SLIDE (Rocscience, 2008) was used. Lateral squeeze does not apply because the RSS is founded on competent bearing materials. To achieve the required FS, a geogrid with minimum long-term design strength of 1,250 lblft, coupled with the reinforcement lengths summarized in Table 2, is required. The length of reinforcing was generally controlled by a combination of static and seismic stability. The approximate station extents for the different Lm;n are summarized in Table 2. All stations are based on a construction reference alignment CEDAR RW Line. For a given embankment location, all reinforcing lengths are constant for the entire embankment height. TABLE 2: REINFORCEMENT TABLE Beginning Ending Minimum Station Station Reinforcement Bottom Reinforcing Top Reinforcing length (lmln) Elevation (It) Elevation (It) 10+35 10+75 25 200 Varies, max 220 10+75 11+50 40 194 220 11 +50 11+75 40 182 220 11+75 12+50 50 172 222 12+50 13+00 45 172 222 13+00 13+75 40 176 222 13+75 14+50 40 172 224 14+50 15+45 40 172 226 15+45 15+95 40 172 Varies, max 226 RTNfRS2_EXCHANGEPOPERTY _RSS_DESIGNRECOMMENDAT10NS_REVO_081409.DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUlLDERS • COMPANY CONFIDENTIAL 6 I I I I I I I I I I I I I I II " II I I I I I I I I I I I I I I I I I I I I I REV 0 Settlement Due to the granular consistency and/ or heavily overconsolidated nature of the existing soils and bedrock, settlement is anticipated to be elastic in nature and is expected to occur during embankment construction. Construction Requirements The construction of the RSS and backfill require careful planning and construction control, including oversight by the project geotechnical engineer, to assure that the slope is constructed in such a manner that short-and long-term stability requirements are met. The following subsection summarizes key construction requirements. Specific requirements for construction of the RSS are included in the technical specification Reinforced Soil Slope, 1.5:1 (Horizontal to Vertical) Slopes, included as Attachment C to this memorandum. Subgrade Preparation and Ground Improvement Before placement of fill or backfill for the RSS, all surface vegetation, topsoil, trash, construction debris, or other deleterious materials shall be removed from beneath the reinforced soil zone and properly disposed of offsite. Loose, soft, or wet material should also be removed and replaced with competent backfill. All sharp stone protrusions that could damage the reinforcing should also be removed. The subgrade within the footprint of the reinforced soil volume should be graded level as required for construction, proof rolled, and compacted to 95% of Standard Proctor Density (ASTM D698, AASHTO T99). Fill shall be keyed into the existing slope following Section 2- 03.3(14) "Hillside Terraces" of the Standard Specifications. Because of the variable nature of the site fill, field review and approval of the RSS sub~rade and construction site preparation below the RSS by the project ~eotechnical en~ineer is required. Overexcavation may be required in areas where actual subgrade conditions do not meet the design recommendations. Depth and extent of overexcavation will be as directed by the geotechnical engineer. Fill and Backfill Requirements Backfill within the reinforced zone of the RSS shall consist of Common Borrow, meeting the requirements the RSS Project Technical Specification. The borrow source is expected to be the Renton Formation that is excavated to construct other project elements. The backfill material must be free of organics and other deleterious materials. The maximum particle size should be 3 inches. If wet-weather construction makes it difficult to achieve the required moisture and compaction density, Select Borrow (Section 9-03.14(2)) or Gravel Borrow (Section 9-03.14(1)) shall be used in lieu of COlli man Borrow. Backfill in the reinforced zone shall be placed in loose lifts of maximum 12-inch thickness and compacted to 95% of maximum density in accordance with the requirements of Section 2-03.3(14)C, Method C, of the WSDOT Standard Specifications and the project-specific technical specification (see Attachment C). RTN/RS2_EXCHANGEPOPERTY _RSS _DESIGNRECOMMENOA TlONS _ REVO_ 081409 .DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS· COMPANY CONFIDENTIAL 7 REVO Backfill behind the reinforced zone shall be Common Borrow in accordance with the requirements of Section 9-03.14(3) of the Standard Specifications, provided that the material can be compacted in accordance with the requirements of Sections 2-03.3(14)C and 2- 03.3(14)0 of the Standard Specifications. If wet-weather construction makes it difficult to achieve the required moisture and compaction density, Select Borrow (Section 9-03.14(2)) or Gravel Borrow (Section 9-03.14(1)) may be used in lieu of COlli man Borrow. Temporary Excavation Limited excavation may be required in order to construct the reinforced soil slope. Temporary excavations sloped to 1:1 should perform adequately during construction. If the Renton Formation bedrock is encountered in temporary excavations needed to place reinforcing grids, the lengths of the geogrid may be reduced, provided the project geotechnical engineer is notified in advance to verify subsurface conditions. In no case shall the reduced length of reinforcing be keyed into the Renton Formation less than 5 feet. Existing Utilities No known utilities cross beneath the proposed the RSS footprint. If any are encountered during construction, they should be brought to the attention of the project geotechnical engineer. In no case should the arrangement of slope reinforcing by modified to accommodate utilities without the approval of the project geotechnical engineer. Drainage and Erosion Control Temporary construction slopes shall direct water away from the RSS slope face to prevent erosion. The face of the RSS shall be stabilized following project temporary erosion and sediment control procedures and shall be planted with permanent vegetation in accordance with the project landscaping plans. References AASHTO (2002). Standard Specifications for Highway Bridges, 17'" Edition (2002) -Allowable Stress Design. American Association of State Highway and Transportation Officials, 2002. AASHTO (2007). AASHTO LRFD Bridge Design Specifications, Fourth Edition. American Association of State Highway and Transportation Officials, 2007. FHWA (2001). Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines. U.S. Department of Transportation, Federal Highway Administration. FHW A-NHI-00-043. March 200l. RocScience (2008). SLIDE Version 5.0 -User's Manual. WSDOT (2008). Geotechnical Design Manual. Washington State Department of Transportation. WSDOT (2008). Standard Specifications for Road, Bridge, and Municipal Construction. Washington State Department of Transportation. M41-10. RTNIRS2_EXCHANGEPOPERTY _RSS_DESIGNRECOMMENDA TlONS _REVO _081409.DOC COPYRIGHT 2009 BY 1-405 CORRIDOR DESIGN BUILDERS· COMPANY CONFIDENTIAL I I I I I I I I I I I I I I I I I II 11 M~l.-\NO SH-OR\ ~A-r T)cWN~R~AM 'DRA\NAGr6 Notes Merlino ShOrt Plat Downstream Drainage o 340 WGS _1984 _ Web_Mercator_Auxiliary _S phere City of R:ellfon 0 Finance & IT Division 680 Fee' Legend C ily and Counly Boundary 0_ [:1 City of Renton Parcels Catchbasin 0 Inlet '§> Manhole fit Utilily Vault L.. unknown StnJdurft Pump Station e; Discharge Po i nts Conveyance _ OpenDr.m -Pope Private Catch basin CJ Inlet M_~ P ipe Unknown M alnteNInc. Private Facility Outline Information Technology _ GIS ThiS map IS a UHr generated statl c oU1pul fro~ an Internet mapping sile and IS for reference only. Data layers thai appear on th iS map mayor may not be accurate, RentonMapSuppor1@Rentonwa .gov current, Of otherwise re hable, ,3/13/2014 THIS MAP IS N OT TO BE USED FOR NAVIGATION ----~~~~~~~~~~~~~~~~~---, I Merlino Short Plat Drainage Complaints I I I 'I I I I , I I I I I I I I I I I tQ King County -II!!!!!I ----.. -----.. SoIllYpe 0 Bh 0 KpC 0 PITS D Sk PotentlaJAnnexallonArea O'AgB 0 Br 0 KpD 0 Pc 0 Sm Groundwa ... PrctodiOnAtea Boundary 0 Age 0 EvS D Ma D Pk D So :' Aquifer Protection Area Zone 1 D AgO D EvC D N9 D Po 0 To L...J"qolfer Prate,otlo, Area Zone 1 Modified c::J AkF c:J EvD CJ Nk c:J Py c::J Ur ", Lake Washington 0 ___ - " '" '/ - Soil Survey WeE 0 __ =::1I_-==:JI1 _______ 2 Miles s DAmsDEwcDNO DRdC Dw DAmCD'nA Do. DRdE DWo DAn Dine Dos ORe D BeC D InD 0 OvcD Rh o BeD OKPS OOvDDsh o @9 , Ir--.. Youngs \ W Lake .('J ". \ \ Date: 01/09/2014 N Information Technology -GIS mapsupport@rentonwa.gov Printed on: 08/13/2012 Data Sources: City of Renton, King County This document is a graphic representation, not guaranteed to survey accuracy, and is based on the best information available as of the date shown. This map is intended for City display purposes only. Coordinate System: NAD 1983 HARN StatePJane Washington North FIPS 4601 Feet Projection: Lambert Conformal Conic Datum: North Amen'ean 1983 HARN roo !.SJ Renton City Limits .t Education • Fire Stations * Police Department rn Valley Medical Center City of Renton Sensitive Areas Landslide Hazard Severity M Very High M High ":. Moderate ~ - W Unclassified o -------.------.------N Information Technology -GIS mapsupport@rentonwa.gov Printed on: 08/13/2012 Data Sources: City of Renton, King County This document is a graphic representation, not guaranteed to survey accuracy, and is based on the best information available as of the date shown. This map is intended for City display purposes only_ Coordinate System: NAD 1983 HARN State Plane Washington North FIPS 4601 Feet Projection: Lambert Conformal Conic Datum: North American 1983 HARN Renton City Limits Education Fire Stations Police Department Valley Medical Center City of Renton Sensitive Areas Steep Slopes Percent Range >15% & <=25% >25% & <=40% >40% & <=90% >90% " " "" , -.. . _. , 0.5 •• , ---~------~-~------ N Information Technology -GIS mapsupport@rentonwa.gov Printed on: 08/13/2012 Data Sources: City of Renton, King County This document is a graphic representation, not guaranteed to survey accuracy, and is based on the best information available as of the date shown. This map is intended for City display purposes only. Coordinate System: NAD 1983 HARN StatePlane Washington North FIPS 4601 Faet Projection: Lambert Conformal Conic Datum: North Amencan 1983 HARN Renton City Limits Education Fire Stations Police Department Valley Medical Center City of Renton Sensitive Areas Steep Slopes Percent Range >15% & <=25% o >25% & <=40% o >40% & <=90% ., >90% _. \ '""-' •• i -. ------------------- N Information Technology -GIS mapsupport@rentonwa.gov Printed on: 08/13/2012 Data Sources: City of Renton, King County This document is a graphic representation, not guaranteed to survey accuracy, and is based on the best information available as of the date shown. This map is intended for City display purposes only. Coordinate System: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Projection: Lambert Ganformal Conic Datum: North American 1983 HARN ,,~j Renton City Limits .t Education .(j. Fire Stations * Police Department I:J Valley Medical Center City of Renton Sensitive Areas \~ o Erosion Hazard Severity o High ------~ .. lRl®iDi~©J]J e ------------------- N Information Technology -GIS mapsupport@rentonwa.gov Printed on: 08/07/2012 Data Sources: City of Renton, King County This document is a graphic representation, not guaranteed to survey accuracy, and is based on the best information available as of the date shown. This map is intended for City display purposes only. Coordinate System: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Projection: Lambert Conformal ConiC Datum: North American 1983 HARN ! ~ * rn ,..rj ... s Education Fire Stations Police Department Valley Medical Center Renton City Limits City of Renton Sensitive Area o Coal Mine Hazards Severity .. HIGH W MODERATE W UNCLASSIFIED -----..,.,.,,~~iiID~@IID e I - - - - - - -~emte~e-r-l-j!I --- --- -lZ ' I -"IN LJ , ., 1-'-'" \I po '.CJ II IF'Y , ,--:] r:--;ss, " . -:-:--~J-{' "" II T, ~(rrl ,j Wellfield Capture Zones Cl One Year Capture Zone CI Five Year Capture Zone Cl Ten Vear Capture Zone Cedar Valley Sole Source Aquifer Project Review Area ~ Streamflow Source Area Aquifer Protection Area Zones ~Zone1 ~ Zone 1 Modified ~Zone2 Network Structure • Production Well • Springbrook Springs Cedar Valley Sale Source Aquifer i:.::j Renton City Limits I I I Lake Washington Groundwater Protection Areas W*E 2 o 1 Miles s rl ---I Potential Annexation Area ----.. '---.. r NE4thSt . .-' -\ --;' ." ,/ .".,.._ ..• -.......1 , " . \ .. ~."".,,""'" Lak~ Youngs Date: 01/09/2014 S1!W!1 "I!O iiii zauoz I I paU!po~ ~ auoz B!@'i%@! ~ auoz """";%' apoo ledp!Un~ uOjuaB S3NOZ N011~310tld tl3:1lnO'v' NO~DNIHSVM ------------------- I I I I II I I~ I I ,I " I I I I 6 SPECIAL REPORTS AND STUDIES The following special reports and studies have been prepared for this project and are included in Appendix E of this report. >-Drainage Design for the WSDOT Exchange Property 1-405 to SR 169 Stage 2 Widening and SR 515 Interchange Project July 29, 2009 Revised August 13,2009, July 7, 2010 Prepared By: 1-405 Corridor Design-Builders >-Geological Engineering Services Coal Mine Hazard Assessment Merlino Short Plat Proposed 7-Lot Residential Development Renton, Washington April 23, 2014 Prepared By: Icicle Creek Engineers, Inc. >-Geotechnical Engineering Services Critical Areas Report Merlino Short Plat Proposed 7-Lot Residential Development Renton, Washington April 23, 2014 Prepared By: Icicle Creek Engineers, Inc. Core Design, Inc. MERLINO SHORT PLAT Page 27 I THIS PAGE INTENTIONALLY LEFT BLANK I I I I I I I '\ 'I I I I II 'I .' f '. I Core Design, Inc. MERLINO SHORT PLAT Page 28 I I I I I I I I I I I I ;1 I I I I I I I 7 OTHER PERMITS ,. NPDES Pennit ,. Building Penn its ,. ROW Use Permit Core Design, Inc. MERLINO SHORT PLAT Page 29 I THIS PAGE INTENTIONALLY LEFT BLANK I ,I I II 'I 'I '. :1 c I " I, I I. I, I' I ,I Core Design. Inc. MERLINO SHORT PLAT Page 30 I I I I I I I I I I I I I I I I I I I I 8 ESC ANALYSIS AND DESIGN The site will utilize Appendix D of the 2009 KCSWDM for the erosion and sedimentation control design to reduce the discharge of sediment-laden runofffrom the site. Clearing limits will be established prior to any earthwork on the project site. Perimeter protection will be provided by silt fencing along the entire perimeter of the site to limit the downstream transport of sediment to streams, wetlands and neighboring properties. Dust control, if required, will be provided by a water truck. A Certified Erosion and Sediment Control Lead inspector will be present onsite during earthwork activities. The inspector shall determine frequency of watering of the project site and will authorize and direct any additional erosion and sediment control measures as needed during all construction activities. The plan will be comprised oftemporary measures (filter fabric protection, silt fence, interceptor swales, etc.) as well as permanent measures (detention vault, hydroseeding, etc.). In general, construction activities will be sequenced such that the permanent detention/water quality vault will be constructed and used for temporary erosion and sedimentation control. Runofffrom the site will sheet flow across cleared areas into temporary interceptor swales and into temporary pipes that discharge into the permanent vault or into the permanent conveyance system, when installed. Although the permanent detention vault will be used as the TESC pond for the project, the minimum TESC pond area, dewatering orifice diameter, and emergency spillway length are calculated below and compared to the proposed detention vault to verify adequate TESC functionality. The TESC pond area was calculated for the project site using the 10-year storm event with the potential of work during the wet season (October I to April 30). Per Section D.3.S.2 of the 2009 KCSWDM, the KCRTS 10-year, 15- minute time step developed condition peak flow rate used for TESC pond area sizing is QIO = 0.64 cfs. Flow Frequency Analysis Time Series File:04139m dev15.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak - -Peaks Rank Return Prob (eFS) (eFS) Period 0.452 6 8/27/01 18:00 l. 45 1 100.00 0.990 0.327 8 1/05/02 15:00 0.999 2 25.00 0.960 0.999 2 12/08/02 17:15 0.635 3 10.00 0.900 0.364 7 8/23/04 14:30 0.591 4 5.00 0.800 0.591 4 11/17/04 5:00 0.548 5 3.00 0.667 0.548 5 10/27/05 10:45 0.452 6 2.00 0.500 0.635 3 10/25/06 22:45 0.364 7 l. 30 0.231 l. 45 1 1/09/08 6:30 0.327 8 1.10 0.091 Computed Peaks l. 30 50.00 0.980 TESC Pond Surface Area Calculation TESC Pond minimum surface area, SA, is determined by the following equation: SA = 2080 sf/cfs • (Total QIO-dmlop<d) (page D-47, 2009 KCSWDM) Where: SA = minimum TESC pond surface area (st) Q I O-developed = 10-year developed, IS-minute, peak flow (0.64 cfs) SAm;" = 1,331 sf Core Design, Inc. MERLINO SHORT PLAT Page 31 The design surface area of the proposed detention vault is approximately 2,240 square feet which is more than enough surface area to provide adequate erosion and sedimentation control. Principal Spillway (Riser Pipe) The TESC pond (permanent detention vault) is designed to function with O.S feet (6 inches) of head. The riser pipe must pass the developed condition 10-year peak flow using KCRTS IS-minute time steps. Using Figure S.3.4.H (page S-47 2009 KCSWDM) the minimum riser pipe diameter is 10 inches. The proposed permanent detention vault riser pipe diameter is 12 inches, which is more than enough to provide adequate erosion and sedimentation control. Emergency Overflow Spillway The TESC pond must safely convey the developed condition 100-year KCRTS IS-minute peak flow. Since the permanent detention vault is to be used as the TESC pond and it has been sized to provide Flood Problem Flow Control with a I OO-year release rate at or below the existing 100-year flow rate, it is adequate to provide appropriate erosion and sedimentation control. Dewatering Orifice The dewatering orifice diameter must be at least 1 inch and is sized using a three step process, outlined on page D-48 of the 2009 KCSWDM. I. Determine the required area of the orifice A modified version of the discharge equation for a vertical orifice is used to determine the required orifice surface area, as follows: AS(Zh)o.5 Ao = -O.-6X"'3:":'60"'O:-'-xT=-9-'O"'-.5 Where: Ao = orifice area (sf) As = required pond surface area (1,331 sf) h = head of water above orifice (3.5 ft, minimum per Section D.3.S.2 2009 KCSWDM) T = dewatering time (24 hours, page D-48 2009 KCSWDM) g = acceleration due to gravity (32.2 ftls2) Ao = 0.012 sf 2. Convert the required surface area to the required diameter, D (inches) The required surface area of the orifice is converted to the required diameter, D, using a basic equation for the area of a circular orifice, as follows: D = 24X.)¥ D = 1.48" = 1.5" inches 3. Determine the size of the vertical, perforated tubing connected to the dewatering orifice Core Design, Inc. MERLINO SHORT PLAT Page 32 :. I I 'I I J I~ I' I I 'I I I " I ,. I I I I I I I I I I I 'I I I ,. I I I I I The minimum diameter for the perforated tubing connected to the dewatering orifice is 2 inches larger than the orifice. Therefore, the minimum tubing diameter ~ 3 112 inches, or a design diameter of 6 inc'les. Core Design, Inc. MERLINO SHORT PLAT Page 33 '1 THIS PAGE INTENTIONALLY LEFT BLANK I I I I ,I I I I ,I Ii I ,I I (I I I ,I Core Design, Inc. MERLINO SHORT PLAT Page 34 I I I I I I I I I I I 'I I I, I I I 1 I I 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT Bond Quantities A Site Improvement Bond Quantity Worksheet has been provided at the end of this section. Facility Summaries Not applicable. Declaration of Covenant Not applicable. Core Design, Inc. MERLINO SHORT PLAT Page 35 I THIS PAGE INTENTIONALLY LEFT BLANK I I I I ,I I I I I I I '. I ,I •• I I Core Design, Inc. MERLINO SHORT PLAT Page 36 I --'. --------,_ ...... Site Improvement Bond Quantity Worksheet Original bond computations prepared by: Name: Sheri Murata PE Registration Number: 41846 Finn Name: Core Design, Inc. Address: 14711 Ne 29th Place, Suite 101 Bellevue, WA 98007 Stabilization/Erosion Sediment Control (ESC) Existing Righl.af-Way Improvements Future Public Road Improvements & Drainage Facilities Private Improvements Construction Bond' Amount (A+B+C-D) = TOTAL Maintenance/Defect Bond· Total ROAD IMPROVEMENTS & DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BONO*,"* AMOUNT (A) $ 15,575.33 (8) $ 105,619.19 (e) $ 237,814.38 (D) $ 58,138.96 (T) $ 300,869.95 Minimum bond· amount is $1000. PUBLIC ROAD & DRAINAGE MAtNTENANCEIDEFECT BOND'," $ (B+C) x 0.20 == -IIiII --, Date: 2/2312015 Tell #: 425-885-7877 Project No.: ..:O-'4"'3:;9,,M'-________ _ $68,686.72 NAME OF PERSON PREPARING BOND* REDUCTION: Sheri Murata Date: 212312015 • NOTE: The word "bond" as used in this document means any financial guarantee acceptable to the City of Renton . .. NOTE: All prices include labor, equipment, materials, overhead and profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not inctuded in the RS Means datc.;;:."'se. REQUIRED BOND* AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY RDSD Page 1 of 1 REF 8-H BOND QUANTITY WORKSHEET.xLS Unity proces updates: 2/12/02 Version: 4/22102 Report Date: 1/19/10 - Site Improvement Bond Quantity Worksheet ."/.,:~,, ",,': '::'·,,:'.:I",,"·'·'fi' 4;1~~b,,-~';f'''·~/R1~~:'~f:~;::·:._· "~;:,~~'::; f';:~:;;~'~:Jrd~:~2'~i£E-' -,Xj ,': ,~: -~. ~:,:',.:~I~~;;'~~~tS'\~·~S~!&~ ~;:;:" . /,' ,'.: ..', ;".., ";"',-'.""" "". ..' -' , .' -,,' ",-v, ~""""iifI,-"",, ''"''''':1~'''''''W''''''-'''''!'l''--' .. ' '.' amT"'" ~"-" '. "'." ", ,"::-. ',-::;' . ::'. _ .. ' ,0,: ;.':~::'. _." __ :,-'~' -.~ >::~~ ',,: ;~fi'i::~_~,~~?~~'t~~~~1K~~';~\:;~1 ~~,~~~~~~~,,~ ~T -,~:,'. ":~,',':; "~ <~'~::,:.-;~: ., .. ~:;.3~~ 8~~ieg~~I~~1~~~~;;~(~' .; -.,', A',·~-:,'1'";."!';'! UnltlP.nce~~:~· lJmt~' Quant: '---," .Cost Quant. .. __ ', -"7CosLffi{15\~~ Quant1t"4+"f!~"ti;;;reost~;I!o~~t!'~ ~~1J'(:'.' ·'~I~· '.' ".,.,' ., Cost Brush, by ~~d_ Fencing, !!. compact- ~ compact -gravel base !!. compact -screened topsoil jeep. stone filled mesh d mesh Sodding. p J. line & }, lot loc "':':""== ,ntrel crew ( 2 flaggers I~ chipped wood Page 2 of 7 -1 [$--S.62 JY 8.53 CY --SY ·1: $ 8.876.16 IAcre 2.57 5.48 37.85 ~ .26 -23IS1,556Ucre. I 85.18 H8 12 SUBTOTAL REF S-H BOND QUANTITY WORKSHEETXLS a.O{ ~.~~ _ 0.0( ~ 105! 10 $2,077.76 '\130 1625 1.6 $0.00 --o~ __ 0. 0, 52- 1156 0, 735 ).6~ $35,584.77 D.be 0.' O.DC $0.00 Unity proces updates: 2112102 Version: 4122/02 Report Date: 1119/10 ------------~~----- --'. - - - - - - - - -'. - ---,--. Site Improvement Bond Quantity Worksheet ling. 4''01 ling. 4' '01 ~ saURI <: 1000sy 100-2000 2000sy b and Gutter. demolition and disPQsal ICurb, extruded asphalt - - - Curb extruded concrete Sawcut asphalt 3' :;awcu {, 5" thick < 5" thick --~ I handicap 'inq. per stall oi.!!9... Page 3 of7 nand dispos 1 and dispos I -7 IRI-B ~9 l!..:... ll=- IRI-" IUnit PriCe ~ _'3_._ 9.69 13.58 2.4 0.52 r.73 REF 8·H BOND QUANTITY WORKSHEET.XLS fLF ISY Sy 1640 ~ --t§§Q- SUBTOTAL EXI.~ting .. 0, ~Ight,.of-way , Cost __ O.OC 6201. o __ 0 1202 109B. o $37,300.60 Future Public ,",oad' im·prO.YE > & Draiiuliie' . IOuant. :.Cost ....Q;OC O. __ O.OC 9156. $9,156.00 louant. Private Improve'!le."m, Cost O.OC ~.oc $0.00 Bond L." .. Cost 0; 0.' $0.00 Unity proces updates: 2/12/02 Version: 4122102 Report Date: 1/19/10 Site Improvement Bond Quantity Worksheet -.• 'I;~""I "'.',,' ."; ;,,::-,n",:-.,~' ~':".' ~OAD SUf =or KCRS' ~ . 2500 sv .o~ : Road, 3" 4 M rock, First 2500 SY ~oad 3" 4" rock Qtv. over 2500 SV ~oad 5" First 2500 SY ,oad 5-, Otv. Over 2500 SY 2500SY Over 2500 SY , thick sl2500 SY 'Gravel Road 4" rock Q . over 2500 SY pee Road 5" no base over 2500 SY Wee Road. 6". no base. over 2500 SY ~d Edge Page 4 of7 IRS- RS -7 $ 15.81 RS-8 $ 14.57 RS-9 $ 13.94 RS-I 16.76 RS-I 16.12 REF 8-H BOND QUANTITY WORKSHEETXLS _,:-'''~E::XfSyng'~'', _ -, v-;-fUtiiii"Public--.. . Rlgh~"9f"-wa_y, '. ~:--: Roa(fl~piOye~mi'1~'_ .. ." _.:,v",";'~~,YL·~~·-k"'li,B~ &ii~~' -" },~~, a-iit 1," '.~";: ~ .~, eeist;-',-~:';! ~;. .. ;:(-:.;: Quant; ~ ",-,-. ">C6sfv '" SY SY 1015 SY SY SY - SUBTOTAL o. O. 0.00 14788.55 0.00 0.00 _ D,pa $23.669.80 0.00 460 6702.20 0.00 0.00 0.00 -- $19,727.20 I ·Prlv." IBond o ;._~ •• _..:-'-.:.;..:... __ ~_ , ~, ;_ ••• "", • OO:~~·'i· '-"'"""'cos"'·· .o,,-i. '- )V;",' 0.0 o om-o. O. Q $0.00 .,,'i<.' ,-",,'-,k~S - + O.O.Q $0.00 Unity proces updates: 2112/02 Version: 4122/02 Report Date: 1/19/10 .. ,-,--_. ---' - - -'. --_.'-- -- - - DRAINAGE CPP -Corro aled Plastic Pi Access Road RID Bollards fixed Bellards -removable • CBs include frame and lid CB T I CB Tvpe Il CB Tvpe II 48" diameter for additional depth over 4' CB Type II. 54" diameter for additional dl}Qth over 4' CBT II 60" diameter for additional de th over 4' CBT ell 72" diameter for additional de th over 4' Throu h-curb Inlet Framework (Add Cleanout, PVC 4" Cleanout PVC 6" Cleanout, PVC 8" Culvert PVC. 4" Culvert, PVC 6" Culvert PVC, 8" Culvert, PVC. 12" Culvert CMP 8" Culvert CMP, 12" Culvert CMP 15" Culvert CMP 18" Culvert CMP 24" Culvert, CMP, 30" Culvert CMP 36" Culvert, CMP 48" Culvert CMP. 60" Culvert, CMP 72" Page 5 of 7 ----------Site Improvement Bond Quantity Worksheet Existing Future Public Private - Right-of-way Road Improvements Impro~ements • n ' Unit Price Unit Quant. Cost Quant Cost Quant. Cost -- Bond Reductlon* Quant. C'omnlele Cost N12 or E uivalent For Culvert rices Avera e of 4' cover was assumed. Assume erforated PVC is same rice as solid i e. 0-1 $ 16.74 SY 0.00 o.oof I 0.00 0-2 $ 240.74 Each 0.00 0.001 I 0.00 -, 0-3 $ 452.34 Each 0.00 0.00 I 0.00 -, 0-4 $ 1 257.64 Each 1 1257.64 0.00 0.00 0-5 $ 1,433.59 Each 0.00 0.00 0.00 0-6 $ 2 033.57 Each 3 6100.71 2 4067.14 0.00 0-7 $ 436.52 FT 11.2 4889.02 0.00 0.00 0-8 $ 2192.54 Each 0.00 0.00 0.00 0-9 $ 486.53 FT 0.00 0.00 0.00 0-10 $2351.52 Each 0.00 0.00 0.00 0-11 $ 536.54 FT 0.00 0.00 0.00 0-12 $ 3 212.64 Each 0.00 0.00 0.00 0-13 $ 692.21 FT 0.00 0.00 0.00 0-14 $ 366.09 Each 0.00 0.00 0.00 0-15 $ 130.55 Each 0.00 0.00 0.00 0-16 $ 174.90 Each 0.00 0.007 1224.30 0-17 $ 224.19 Each 0.00 0.00 0.00 0-18 $ B.64 LF 0.00 0.00 0.00 0-19 $ 12.60 LF 0.00 0.00 0.00 0-20 $ 13.33 LF 0.00 0.00 0.00 0-21 $ 21.77 LF 0.00 0.00 0.00 0-22 $ 17.25 LF 0.00 0.00 0.00 0-23 $ 26.45 LF 0.00 0.00 0.00 0-24 $ 32.73 LF 0.00 0.00 0.00 0-25 $ 37.74 LF 0.00 0.00 0.00 0-26 $ 53.33 LF 0.00 0.00 0.00 0-27 $ 71.45 LF 0.00 0.00 0.00 0-28 $ 112.11 LF 0.00 0.00 0.00 0-29 $ 140.83 LF 0.00 0.00 0.00 0-30 $ 235.45 LF 0.00 0.00 0.00 0-31 $ 302.58 LF 0.00 0.00 0.00 SUBTOTAL $12.247.37 $4.067.14 $1,224.30 '-" 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 $0.00 REF 8-H BOND QUANTITY WORKSHEETXLS Unity proces updates: 2112102 Version: 4122/02 Report Date: 1119110 - I ulvert. ulvert. ulvert ulvert ulve ,Iv. ~ulvert. ilio'.Etrt, CPP Ilvert Cep, 30M 'ert, cpp 3§' Mia· ~ Pona uv.",'uw ,",Ulllway !2[. 12" 15" r,18" RlPrliP,Piaoed--- Tank End Reducer (36" diameterl Trash Rack 12" --- Page 6 of7 ,.,,'-~.; D ·33 D- D- Q.: p- Site Improvement Bond Quantity Worksheet " "-:.0~";~?~." _:-,:~/ .',.--'. :i' .~ ".:~~!{~~J~~~J!c;'-,:;;.~_ . _ pmai«;. ''' __ ' .,~,("I "~-'~F-_._,.~~"f!~~,~~?~L,., 0" . " ,,-_;,'---; '~_ ~',,"_'-" If~,::':, '" )~ig!lt~f-Wayw," " ,co, :'-"" '.-,' Road'lmp~-.:e:~ents[', -', t.",:,:.-~. '> :lmp'~V:!:!1),,!-,!~: ,'.~, L.">_-::·,,) .:~A'(;"\"""-' ____ ~<..-,,..; ,0;.,";",,; ~/ ,; :':".: ,--:.~ ' .• ,:L "<:: I{::;:-'. .-... :."";:., -,'C _'-'. _ _ ••••• ,~ _ ' • '"';'jF1!l{iil~"'~~_g~ ~{'.'-;';;";_~~~. ,:~;.;,t-,,~.>,;::.:"~,;:<,,:;'_~-'l ,,~,-b, ;~~ Ou~nt~j~~~ ~t?;;t~,;W:.sr11i1V~''-: .. OnCe Unit Quant. .. "CosC!,;'·~':"Y O'iJant> : "." :·.";'·Cost~~z;.t~]l Qua'fit~~,'k-~;f ·,~-;{;>~;:.g{GOst~<;~n-!;'I":{ ~ete " .", Cost·,,- !1.02 IF 0.00 0,00 0.00 0,00 .05 IF 0.00 0.00 0.00 0.00 .34 IF 0.00 0.00 0,00 0.00 ~.51 IF 0.0- 61 ~ 983. 0.0 Q.Oi 0.0( D • 46 '$ 36.8( 0. 0.0{ D~-47I$4ajQIi:F D -48 1$ ---SS.20 reF U-<,J<,J • lot.UI ., I D-56 $1045.19 Each -I--I-D·57 $ 1 095.56 Each D -58 $1,146.16 Each D- D- 0-61 $ ---L $ $ .. uu·..,----,-I ... • ....... I I SUBTOTAL u.uUI u.uu 0021---l-O.0!ll---l- u,uUI I ........... I $0.00 $8,983.80 ° u.uUI 0021- "'· ...... 1 $5,949.20 I u.V\ --l-0.'lQ I $0.00 Unity proces updates: 2112102 Version: 4/22102 REF 8-H BOND QUANTITY WORKSHEETXLS Report Date: 1119/10 -- - - - -_ .. - -,. -_ .. --_!. ,_ .. -----------------------Site Improvement Bond Quantity Worksheet " , Unit Price Unit Quant. PARKING lOT SURFACING No, 2" AC 2" to course rock & 4" borrow PL·1 $ 15.84 SY 2" AC 1.5" to course & 2.5" base cours PL-2 $ 17.24 SY 4" select borrow PL-3 $ 4.55 SY 1.5" to course rock & 2.5" base course PL·4 $ 11.41 SY WRITE"'N-ITEMS Such as detentionlwater quality vaults. No DetentionlWQ Vault WI-' $150 000.00 Each 3" Gravel Access Road WI-2 $10.00 SY Cememt Cone Drivewa WI-3 $850.00 Each 7 Culvert CPP 4" WI-4 $8.00 LF WI-6 WI-7 WI-8 WI-9 WI-10 SUBTOTAL SUBTOTAL (SUM ALL PAGES): 30% CONTINGENCY & MOBILiZATION: GRANDTOT AL: COLUMN: Page 7 of 7 REF 8-H BOND QUANTITY WORKSHEETXLS Existing: . ' ';'ii, future Public Right;of-WBY -"-"-~ 1_;--, Roa:cll,inprovements .C L:_'-·-':~D~.i'na'ge Facilities" Price Quant Cost 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 150000.00 0.00 0.00 5950.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5950.00 150000.00 81245.53 182934.14 24373.6602 54880.242 105619.19 237814.38 B C 'Priv_ate,.-___ Bond Reductio.n* , , ' Inl"provements -, o .) _' .,:., .,' " "" -. Quant. :,-, :, 'h. ~:" .. ,; ',c' Quant." Cost ,. Co'm'pieie--·Cost 0.00 0.00 0.00 0.00 0.00 130 1300.00 0.00 83 664.00 0.00 0.00 0.00 0.00 0.00 1964.00 44722.27 13416.6822 58138.96 D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 E Unity proces updates: 2112102 Version: 4122/02 Report Date: 1119110 b Backfill & ::;heck dams, 4" minus rock ~ 1 114" minus ESC-1 ESC-2 ESC-3 ESC. Reference # 5WDM 5.4.6.3 II Unit Price 5.62 67.51 85.45 8.08 Unit CY Each Quantity .Jl. 50 # of ~ 1 Cost ~ 540.0e -----c 40· Fence, silt Fence, lEse. SWDM 5.4.3.1 151 ~, vi 1')0 Ie 1040 14:}?,'" (NGPE) I. ~ " ... A SWDIYlV.--.._. 63SC 1 3746. Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY Mulch, by hand, straw, 3" deep ESC-10 SWDM 5.4.2.1 $ 2.01 SY I ~I Mulch, by machine, straw, 2" deep ESC-11 SWOM 5.4.2.1 $ 0.53 SY ')1 Piping, temporary, CPP, 6" ESC-12 $ 10.7 LF Piping, temporary, CPP, 8" EsC-13 $ 16.1 LF Piping, temporary, Cpp, 12" ESC-14 $ 20.7 LF Plastic covering. 6mm thick. sandbagged ESC-1S SWDM 5.4.2.3_ $ __ ~ Ri Ra ,machine placed; slo s ESC-1 Rock Construction Entrance, 50'x15'x1' ESC-1 ,WDM 5.4. Eac ~ ~~O_ 1 ~ ~ 1 788. .J sn .J 64.3 Rock Construction Entrance, 100'x1S'x1' ;"."'-'0 vV .... /lyl .... "t .... I.p ,;:;1,8.68 Escl. v It pond riser assemt It trap, 5' high berm I Sed. trap, 5' high, riprapped spillway berm section by hand I" deep, level round Sodd;" .1" deep, sloped Qround TE5C 51 Water truck, dust control -:..... .... ~\Alru. I:. A I: .., <r ~nAn o:Ja Each n swm ... --~~ ~, .............. . "--23 SWDM 5.4.2. 11 _'4 SWDM 5.4.2.5 5WDM 5.4.7 6.0:3 7.4E 74.7E 97.75 LF LF SY SY SY HR HR 1251 Eact 20 .Jl.. 6 ESC SUBTOTAL: 30% CONTtNGENCY & MOBILlZATtON: ESC TOTAL: COLUMN: ~ ~ 1 149 ..E 7SC $ 11,981.02 $ 3,594.31 $ 15,575.33 A ----------~-------- I I I I I I I I I I I I I I I I 'I I I 10 OPERATIONS AND MAINTENANCE The operations and maintenance information has been provided through select portions from Appendix A of the 2009 KCSWDM. Core Design, Inc. MERLINO SHORT PLAT Page 37 m I I I I I I I I I I I I I I I I I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES This appendix contains the maintenance requirements for the following typical stormwater control facilities and components: No. I -Detention Ponds (p. A-2) No.2 -Infiltration Facilities (p. A-3) .~.~ = ~ 1iIiIiI@31!l.ill1 ~((fjl, ~ ~4)=©!nImlJ~~@!l,fRp7ID ~.~ =©m!l.Il ~ I!l.illI ~((fjl, ~ ~.(lJ=~ ~1!l.illI ~@!l,fRpOD» No.7-Debris Barriers (e.g., Trash Racks) (p. A-12) No.8 -Energy Dissipaters (p. A-13) ·4rS9d F,fnti1tM!5iA'l m»l No. 10 -Gates/Bollards/ Access Barriers (p. A-IS) No. I I -Grounds (Landscaping) (p. A-16) No. 12 -Access Roads (p. A-17) No. 13 -Basic Biofiltration Swale (grass) (p. A-18) No. 14 -Wet Biofiltration Swale (p. A-19) No. IS -Filter Strip (p. A-20) No. 16 -Wetpond (p. A-21) No. 18 -Stormwater Wetland (p. A-24) No. 19 -Sand Filter Pond (p. A-26) No. 20 -Sand Filter Vault (p. A-28) No.2 1-Stormfilter (Cartridge Type) (p. A-30) No. 22 -Baffle Oil/Water Separator (p. A-32) No. 23 -Coalescing Plate OiJlWater Separator (p. A-33) 2009 Surface Water Design Manual -Appendix A 1/9/2009 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES I NO.3 -DETENTION TANKS AND VAULTS I Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance Is Performed Site Trash and debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet (this is about equal to the I amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. I Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might nonnally be. I Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if I appropriate. No contaminants present other than a surface oil film. Grass/groundcaver Grass or graundcover exceeds 18 inches in Grass or ground cover mowed to a height. height no greater than 6 inches. I Tank or Vault Trash and debris Any trash and debris accumulated in vault or tank No trash or debris in vault. Storage Area (includes f10atables and non-floatables). Sediment Accumulated sediment depth exceeds 10% of the All sediment removed from storage I accumulation diameter of the storage area for Y2 length of area. storage vault or any point depth exceeds 15% of diameter. Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than Va length of tank. I Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of Any part of tank/pipe is bent out of shape more Tank repaired or replaced to design. shape than 10% of its design shape. I Gaps between A gap wider than Y2-inch at the joint of any tank No water or soil entering tank sections, damaged sections or any evidence of soil particles entering through joints or walls. joints or cracks or the tank at a joint or through a wall. I tears in wall Vault Structure Damage to wall, Cracks wider than %-inch, any evidence of soil Vault is sealed and structurally frame, bottom, and/or entering the structure through cracks or qualified sound. top slab inspection personnel detennines that the vault is I not structurally sound. InleUOutiet Pipes Sediment Sediment filling 20% or more of the pipe. InleUoutiet pipes clear of sediment. accumulation I Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes f10atables and non-f1oatables). Damaged Cracks wider than %-inch at the joint of the No cracks more than X-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe. I at the joints of the inleUoutlet pipes. I I I I 2009 Surface Water Design Manual -Appendix A 1/9/2009 I I APPENDIX A MAINTENANCE REQUI REMENTS FLOW CONTROL, CONVEY ANCE, AND WQ FACILITIES I NO.3 -DETENTION TANKS AND VAULTS Maintenance Oefect or Problem Conditions When Maintenance is Needed Results Expected When I Component Maintenance is Perfonned Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Manhole access covered. Any open manhole requires Immediate maintenance. I Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self·locking cover/lid does not I work. Coverllid difficult to One maintenance person cannot remove Cover/lid can be removed and remove cover/lid after applying 80 Ibs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. o Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doors/plate to open openedfremoved using normal equipment. can opened as designed. Gaps, doesn't cover Large access doors not flat and/or access Doors close flat and covers access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. I I I I I I I I I I I 2009 Surface Water Design Manual-Appendix A 1/9/2009 -_._._----------------------------------------- APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES I NO, 4 -CONTROL STRUCTURE/FLOW RESTRICTOR I Maintenance Defect or Problem Condition When Maintenance Is Needed Results Expected When Component Maintenance Is Performed Structure Trash and debris Trash or debris of more than 'XI cubic foot which No Trash or debris blocking or I is located immediately in front of the structure potentially blocking entrance to opening or is blocking capacity of the structure by structure. more than 10%. Trash or debris in the structure that exceeds '3 No trash or debris in the structure. I the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of I insects or rodents. Sediment Sediment exceeds 60% of the depth from the Sump of structure contains no bottom of the structure to the invert of the lowest sediment. pipe into or out of the structure or the bottom of I the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. I Damage to frame Corner of frame extends more than % inch past Frame is even with curb. and/or top slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than y. inch. I Frame not sitting flush on top slab, Le., Frame is sitting flush on top slab. separation of more than % inch of the frame from the top slab. I Cracks in walls or Cracks wider than ~ inch and longer than 3 feet, Structure is sealed and structurally bottom any evidence of soil particles entering structure sound. through cracks, or maintenance person judges that structure is unsound. I Cracks wider than ~ inch and longer than 1 foot No cracks more than '4 inch wide at at the joint of any inlet/outlet pipe or any evidence the jOint of inlet/outlet pipe. of soil particles entering structure through cracks. I Settlement/ Structure has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than !4-inch at the joint of the No cracks more than }'.-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of inlet/outlet pipes. I the structure at the joint of the inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if I appropriate. No contaminants present other than a surface oil film. Ladder rungs missing Ladder is unsafe due to missing rungs, Ladder meets design standards and or unsafe misalignment, rust, cracks, or sharp edges. allows maintenance person safe I access. FROP-T Section Damage T section is not securely attached to structure T section securely attached to wall wall and outlet pipe structure should support at and outlet pipe. I least 1,000 Ibs of up or down pressure. Structure is not in upright position (allow up to Structure in correct position. 10% from plumb). '. Connections to outlet pipe are not watertight or Connections to outlet pipe are water show signs of deteriorated grout. tight; structure repaired or replaced and works as designed. Any holes-other than designed holes-in the Structure has no holes other than I structure. designed holes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate. I 2009 Surface Water Design Manual-Appendix A 1/912009 I APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES I NO.4 -CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When I Component Maintenance is Perfonned Cleanout gate is not watertight. Gate is watertight and works as designed. I Gate cannot be moved up and down by one Gate moves up and down easily and maintenance person. is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. I Orifice Plate Damaged or missing Control device is not working properly due to Plate is in place and works as missing, out of place, or bent orifice plate. designed. Obstructions Any trash, debris, sediment, or vegetation Plate is free of all obstructions and I blocking the plate. works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the Pipe is free of all obstructions and potential of blocking) the overflow pipe. works as designed. I Deformed or damaged Lip of overflow pipe is bent or deformed. Overflow pipe does not allow lip overflow at an elevation lower than design o Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes f10atables and non-floatables). I Damaged Cracks wider than % .. inch at the joint of the No cracks more than )I.-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. I Metal Grates Unsafe grate opening Grate with opening wider than /8 inch. Grate opening meets design (If Applicable) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal I Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is misSing or only partially in place. Cover/lid protects opening to I Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. I Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and I Remove cover/lid after applying 80 Ibs. of lift. reinstalled by one maintenance person. I I I I I 2009 Surface Water Design Manual-Appendix A 1/9/2009 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.5 -CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance Is Perfonned Structure Sediment Sediment exceeds 60% of the depth from the Sump of catch basin contains no bottom of the catch basin to the invert of the sediment. lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Trash and debris Trash or debris of more than Y:t cubic foot which No Trash or debris blocking or is located immediately in front of the catch basin potentially blocking entrance to opening or is blocking capacity of the catch basin catch basin. by more than 10%. Irash or debris in the catch basin that exceeds No trash or debris in the catch basin. '3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within catch basin. gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Damage to frame Comer of frame extends more than % inch past Frame is even with curb. and/or top slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than Y. inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than % inch of the frame from the top slab. Cracks in walls or Cracks wider than ~ inch and longer than 3 feet, Catch basin is sealed and bottom any evidence of soil particles entering catch structurally sound. basin through cracks, or maintenance person judges that catch basin is unsound. Cracks wider than ~ inch and longer than 1 foot No cracks more than f 4 inch wide at at the joint of any inleUoutlet pipe or any evidence the joint of inleUoutiet pipe. of soil particles entering catch basin through cracks. SettlemenU Catch basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than ~inch at the joint of the No cracks more than Y.·inch wide at inleUoutlet pipes or any evidence of soil entering the joint of inlet/outlet pipes. the catch basin at the joint of the inleUoutiet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source contrelBMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non·floatables). Damaged Cracks wider than %·inch at the jOint of the No cracks more than Y.·inch wide at inlet/outlet pipes or any evidence of soil entering the jOint of the inlet/outlet pipe. at the jOints of the inlet/outlet pipes. 2009 Surface Water Design Manual -Appendix A 1/9/2009 I I I I I I I I I II I I I I I I I I I I APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL. CONVEYANCE, AND WQ FACILITIES I NO.5 -CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When I Component Maintenance is Performed Metal Grates Unsafe grate opening Grate with opening wider than I sinch. Grate opening meets design (Catch 8asins) standards. I Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris, of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design Any open structure requires urgent standards. I maintenance. Manhole Cover/Lid Coverllid not in place Coverllid is missing or only partially in place. Coverflid protects opening to Any open structure requires urgent structure. I maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80 Ibs. of lift. reinstalled by one maintenance person. g I I I I I I I I I I I 2009 Surface Water Design Manual-Appendix A 1/9/2009 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES I NO.6 -CONVEYANCE PIPES AND DITCHES I Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance is Performed Pipes Sediment & debris Accumulated sediment or debris that exceeds Water flows freely through pipes. accumulation 20% of the diameter of the pipe. I VegetationJroots Vegetation/roots that reduce free movement of Water flows freely through pipes. water through pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of I pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. I Damage to protective Protective coating is damaged; rust or corrosion Pipe repaired or replaced. coating or corrosion is weakening the structural integrity of any part of pipe. I Damaged Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from I square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20% of the Ditch cleanedlflushed of all sediment accumulation design depth. and debris so that it matches design. I Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel I or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if I appropriate. No contaminants present other than a surlace oil film. Vegetation Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. I Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding. slopes Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards. place or missing (If area 5 square feet or more, any exposed native Applicable) soil. I I I I I I 2009 Surface Water Design Manual-Appendix A 1/9/2009 I I APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES I NO, 9 -FENCING Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When I Component Maintenance is Perlonned Site Erosion or holes Erosion or holes more than 4 inches high and 12· No access under the fence. under fence 18 inches wide pennitting access through an opening under a fence. I Wood Posts, Boards Missing or damaged Missing or broken boards, post out of plumb by No gaps on fence due to missing or and Cross Members parts more than 6 inches or cross members broken broken boards, post plumb to within 1 ~ inches, cross members sound. I Weakened by rotting Any part showing structural deterioration due to All parts of fence are structurally or insects rotting or insect damage sound. Damaged or failed Concrete or metal attachments deteriorated or Post foundation capable of I post foundation unable to support posts. supporting posts even in strong wind. Metal Posts, Rails Damaged parts Post out of plumb more than 6 inches. Post plumb to within 1 Y:r inches. I and Fabric Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch. Any part of fence (including post, top rails, and Fence is aligned and meets design fabric) more than 1 foot out of design alignment. standards. n Missing or loose tension wire. Tension wire in place and holding fabric. Deteriorated paint or Part or parts that have a rusting or scaling Structurally adequate posts or parts protective coating condition that has affected structural adequacy. with a uniform protective coating. Openings in fabric Openings in fabric are such that an 8·inch Fabric mesh openings within 50% of diameter ball could fit through. grid size. I I I I I I I I I I 2009 Surface Water Design Manual -Appendix A 1/9/2009 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES I NO. 17 -WETVAUL T I Maintenance Defect or Problem Condition When Maintenance Is Needed Results Expected When Component Maintenance Is Perfonned Site Trash and debris Trash and debris accumulated on facility site. Trash and debris removed from facility site. I Treatment Area Trash and debris Any trash and debris accumulated in vault No trash or debris in vault. (includes f10atables and non-f1oatables). Sediment Sediment accumulation in vault bottom exceeds No sediment in vault. I accumulation the depth of the sediment zone plus 6 inches. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. I Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vault Structure Damage to wall, Cracks wider than %-inch. any evidence of soil Vault is sealed and structurally I frame, bottom, and/or entering the structure through cracks, vault does sound. top slab not retain water or qualified inspection personnel determines that the vault is not structurally sound. I Baffles damaged Baffles corroding, cracking, warping andlor Repair or replace baffles or walls to showing signs of failure or baffle cannot be specifications. removed. I Ventilation Ventilation area blocked or plugged. No reduction of ventilation area exists. InleVOutlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation I Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes f10atables and non-floatables). Damaged Cracks wider than '!la-inch at the joint of the No cracks more than Y..-inch wide at I inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outret pipes. Gravity Drain Inoperable valve Valve will not open and close. Valve opens and closes normally. I Valve won't seal Valve does not seal completely. Valve completely seals closed. Access Manhole Access coverllid Access cover/lid cannot be easily opened by one Access cover/lid can be opened by damaged or difficult to person. Corrosion/deformation of cover/lid. one person. open I Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. notwor1<.ing maintenance person with proper tools. Bolts cannot be seated. Selfwlocking coverllid does not I work. Coverllid difficult to One maintenance person cannot remove Cover/lid can be removed and remove coverllid after applying 80 lbs of lift. reinstalled by one maintenance person. I Access doors/plate Large access doors not flat and/or access Doors ctose flat and covers access has gaps, doesn't opening not completely covered. opening completely. cover completely I lifting Rings missing, lifting rings not capable of lifting weight of door lifting rings sufficient to lift or rusted or plate. remove door or plate. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe I access. I I 2009 Surface Water Design Manual -Appendix A 1/9/2009 I I APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES I NO. 24 -CATCH BASIN INSERT I Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Media Insert Visible Oil Visible oil sheen passing through media Media inset replaced. I Insert does not fit Flow gets into catch basin without going through All flow goes through media. catch basin properly media. Filter media plugged Filter media plugged. Flow through filter media is nannal. I Oil absorbent media Media oil saturated. Oil absorbent media replaced. saturated Water saturated Catch basin insert is saturated with water, which Insert replaced. I no longer has the capacity to absorb. Service life exceeded Regular interval replacement due to typical Media replaced at manufacturer's average life of media insert product, typically one recommended interval. month. I Seasonal When storms occur and during the wet season. Remove, clean and replace or install maintenance new insert after major storms, monthly during the wet season or at manufacturer's recommended I interval. I I I I I I I I I I I 2009 Surface Water Design Manual-Appendix A 1/9/2009 A-35 I I I I I I I I I I I I I I I I I I Appendix A Parcel & Basin Information King County Parcel Report (2225069082) King County Parcel Report (2225069083) :~- r lUI King County 1I~_K_in~g~c_o_u_nt~Y_D~i~s~tr~ic~ts~a~n_d~D~e_v_e~'o~p~m_e~n~t_C~o~n_d_it_io~n_s_fo_r~p_a~r~ce~I_O_O_O_7_2_0_O_19_4 ______ ............ ~==r=~=r~------- cP~a~r~ce~l~n~"~m~b~e~r ___ 0007200194 Drainage Basin Black River and Lower Cedar River I cA~d~d~re~s~s'-____ cN~o~I~A~v~.~ila~b~I~._ and ~J~""ris:cd";c:c'~;o"n ____ c.R::.,,n::'o:cn'-__ . ____ _ ~Z~;p~c~od~e'-______ ~9~80,,5::1 _____ cP"L~S=S~ _____ "N::W::-,,2~O~-=2,,3_-5"-__________________________ _ Kroll Map page -'3,,3.:.1 ____ cL"a"""'""'d,,e,.-___ ,,4':1-,,4.:."o,1,,S'-:-_______________ ___ Thomas GUide page 656 Longitude -122.20223 II B Electoral Districts and Fire district does not apply I Water district does not apply Sewer district does not apply II Congressional district ~9~ _________ _ Legislative district "i.iiiiiiiiC====== School district Water & Sewer district does not apply Parks & Recreation district does not apply Seattle school board district does not apply (not in Seattle) Hospital district Public Hospital District No. Rural library district Rural King County Library System District Court electoral district -,S~o~"~1h".~a~s", _______ _ Tribal Lands? No I I NA, check with jur':d;,c;":-o:n~~liii~~~~~~~ •••• ,d!oe~s~n~o~'~a;p;PI~Y~==================== None No does not apply does not apply Urban 329 does not apply . does not apply I Newcastle Forest Production district? No Ves Agricultural Production district? No I Coal mine hazards? Erosion hazards? Ves None mapped None mapped 100·year flood plain? None mapped None mapped Wetlands at this parcel? None mapped Landslide hazards? II Seismic hazards? I This report was ©20l0 King County II I I I I I II I tiKingCounty King County Districts and Development Conditions for parcel 2023059085 Parcel number 2023059085 Drainage Basin Address 700 BENSON RD S Jurisdiction Renton -Zipcode 98067 PLSS Kroll Map page 337 Latitude Thomas Guide page 666 Longitude [3 Electoral Districts Seattle school board district does not apply (not In Seattle) District Court electoral district Southeast with Coal mine hazards? Ve. Erosion hazards? v •• Landslide hazards? None mapped Seismic hazards? None mapped Black River and Lower Cedar River and and NW-20-23-6 47.47216 -122.20322 Fire district does not apply Water district does not apply Sewer district does not apply Water & Sewer district dOGS not apply Parks & Recreation district does not apply Hospital district Public Hospital District No.1 Aural library district Rural King County Library System Tribal Lands? No Forest PrOduction district? Agricultural Production district? ? 100·year flood plain? Wetlands at this parcel? This report was, ~~~~~~~;~ Contact 9~ No No None mapped None mapped None mapped PM I I I I I I I I I I I I I I I I I I I I I I I I I I I I I E I u o o o m Appendix B Resource Review & Off-site Analysis Documentation FEMA Map (53033C0977F) City of Renton Aquifer Protection Zones City of Renton Groundwater Protection Areas City of Renton Sensitive Area Maps City of Renton Soil Survey Drainage Complaints Exhibit Downstream Drainage Map -- ----- ZONE X - w " z w ;; --I!!I I!!I I!!!I w " Z ~ e!I I!!!!I Ii!!!! e!!I I!!!!I • APPROXIMATE SCA.LE IN FEET 500 o 500 NATIONAl R.OOO INSURAHCf PR06RAM FlOOD INSURANCE RATE MAP KING COUNTY. WASHINGTON AND INCORPORATED AREAS I$£!! MAP INO~ JOJt P~L.S 10:01' PPL~) ~~~ -" -\3CIOa ""11 MAP NUMBER 53033&0911 F MAP REvISED: MAY 16.1995 map. map do<i/$ not reflect changes mllde subsequent to the date on the abovt National FIOOCllnsuranc:e Store II!!! ------------- \ \ I \ \ \ ' \ ' , ) I I , I ' ( I I I I I I I I I . I I ' ! J I ! . I i ! SVmIV NISVfJ H:JLV:J .ANVLf1fJnIL l-~ mIf1DH ----, J,J;(/I'O .-~:>- I I I ~ " .... vIOl 3Nni LV7cl LNOHS ONI7NElW .,ye ------------------- Il ~', .\> • I l. '.' SNOJ.LIaNO:J aEfd07EfAEfa Z-fr EnIIlOId ',,:,)1 "l< , .' ~I ~'C i~',i ',,''1';' .L V7d.L NOHS ONJ7NEfW ! i " ii if 1 ' " II ji , Ii i~ ! , I, ---~ /---- 1 i' :; /j if ; i if , , ~fl?O ---.:>..-- I I I ~ " .... trlOZ 3Nnr ! , , / .lYCI , I I ! ,/ /i I, /. , ---------------------_._------------------------------------------------------ -------_.--------------------------------------------- I I I I I I I I I I I I I I I I I I I 4.3 Performance Standards All stonnwater facilities will be designed in accordance with the 2009 KCSWDM with the COR Amendments, with Flow Control Duration Standard Matching Forested Site Conditions. The proposed water quality treatment system will meet requirements from the Basic Water Quality Protection Menu. Flow Control: Duration Standard Matching Forested Site Conditions The Flow Control Duration Standard Matching Forested Site Conditions requires maintaining the durations of developed flows at their pre-development levels for all flows greater than one-half of the 2- year peak flow through the SO-year peak flow. The pre-development peak flow rates for the 2-year and 1 O-year runoff events mllst also be maintained under this requirement. Conveyance Capacity The proposed conveyance system will be designed with sutlicient capacity to convey and contain the 2S- year peak flow as detennined by the Rational Method. It will also be verified that the I OO-year peak flow will not create or aggravate a severe flooding or erosion problem per Section 1.2.2. Water Quality: Basic Water Quality Menu The Basic Water Quality Menu includes one pollutant removal targets: • Total Suspended Solids = 80% reduction The Basic Water Quality Menu, described in detail in Section 6.1.1 of the 2009 KCSWDM (page 6-4), provides eight options to meet the pollutant removal targets listed above. • Option I: Biofiltration Swale • Option 2: Filter Strip • Option 3: Wetpond I. Option 4: Wetvault • Option S: Stonnwater Wetland • Option 6: Combined Detention and Wetpool Facilities • Option 7: Sand Filter • Option 8: Stonnfilter The project proposes to apply Option 4, a Wetvault. More detailed discussion and preliminary sizing calculations of the flow control and water quality treatment facility proposed for this project follows later in this section. 4.4 Flow Control System Calculation of Lot Impervious Area The impervious area per lot applied to the developed basin time series file was determined using the criteria in the 2009 KCSWDM page 3-27 and page 3-2 of the COR Amendments. The proposed development is urban residential. The site zoned R-8. The minimum impervious area per lot per the 2009 KCSWDM (page 3-27) would either be 4,000 square feet or the maximum impervious area as stated in Section 3.2.2.1 of the COR SWDMA, whichever is less. The maximum impervious surface allowed in the R-8, zone in the City of Renton, is 7S%. Core Design, Inc. MERLINO SHORT PLAT Page 15 Flow Control BMPsllndividual Lot BMPs This project will not be served by an infiltration facility and therefore must apply flow control BMPs to supplement the flow mitigation provided by the detention vault. This project has lots less than 22,000 square feet so it is subject to the small lot BMP requirements. Full dispersion and full infiltration of the roof runoff is not feasible due to the steep slopes and landslide hazard area, so one or more of the following BMPs must be applied to an impervious area equal to at least 10% of the lot for lots up to 11,000 square feet and 20% of the lot for lots between 11,000 and 22,000 square feet. • Limited Infiltration I. Basic Dispersion • Rain Garden • Permeable Pavement • Rainwater Harvesting Ve etated Roof • Native Growth Retention Credit This project will be implementing either basic dispersion (depending on the space available) or a reduced impervious surface credit to meet the requirements for individual lot BMPs. The individual lot BMP will be selected during the building permit process. If a reduced impervious credit is selected a covenant will be placed on each lot indicating that the maximum impervious area will be equal to the Reduced Impervious Area shown below in Table 4-3, which is 4,000 square feet minus the individual lot BMP area. As a conservative measure, the vault has been sized with an effective impervious area of 0.95 ac and a pervious area of 0.65 ac which assumes basic dispersion as the individual lot BMP. 1. Impervious Area = 4,000 sfor 75% of the Total Area, whichever is less 2. Effective Impervious Area = Imperviolls Area -(50%)lndividuaJ Lot 8MP (assuming basic dispersion) 3. New Pervious Surface = Total Area -Effective Impervious Area 4. Individual Lot 8MP Area = 10% ofTolal Area (This area would not drain to the vault.) Core Design, Inc. MERLINO SHORT PLAT Page 16 I I I I I I I I I I I I Ii I I I I I I I I I I I I I I I I I I I I I I I I I 5. Reduced Impervious Area = Impervious -Individual Lot BMP area (Max impervious if Reduced Impervious Area credit taken) Bypass Area Due to topographic constraints about 0.04 acres southwest of the cul-de-sac will not drain to the detention vault, so an equivalent area of existing pavement will be treated and detained in lieu of this area. Detention Pond Modeling The proposed detention vault will be located at the south end of Cedar Avenue S with 7 feet of live storage. KCRTS Vault Calculation Type of Facility: Detention Vault Facility Length: 56.00 ft Facility Width: 40.00 ft Facility Area: 2240. sq. ft Effective Storage Depth: 7.00 ft Stage 0 Elevation: 216.00 ft Storage Volume: 15680. cu. ft Riser Head: 7.00 ft Riser Diameter: 12.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.75 0.040 2 4.00 0.81 0.031 4.0 3 5.10 0.94 0.033 4.0 Top Notch Weir: None Outflow Rating Curve: None The proposed detention vault includes a three orifice control structure. The first orifice is 3/4 inches in diameter and is at the boltom of the riser. The second orifice is 4.0 feet above the live/dead interface elevation and is 13116 inches in diameter and the third orifice is 5.1 feet above the live/dead interface and 15116 inch in diameter. The proposed vault will require a storage volume of 15,680 cubic feet with 7.0 feet of live storage. Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.59 ******* 0.42 7.10 223.10 15906. 0.365 2 0.29 ******* 0.10 6.94 222.94 15535. 0.357 3 0.29 0.10 0.09 6.09 222.09 13650. 0.3l3 4 0.35 ******* 0.07 5.46 221. 4 6 12230. 0.281 5 0.31 ******* 0.07 5.32 221. 32 11912. 0.273 6 0.18 0.06 0.04 4.10 220.10 9189. 0.211 7 0.23 ******* 0.03 3.31 219.31 7414. 0.170 8 0.25 ******* 0.02 2.52 218.52 5637. 0.129 The outflow from the detention vault control structure releases 0.04 cfs for the 2-year event and 0.09 cfs for the IO-year event. These release rates are below the pre-developed peak flows of 0.06 cfs and 0.10 cfs for the 2-year and I O-year rates, respectively. Therefore, the proposed facility meets the peak release rate requirements. Core Design, Inc. MERLINO SHORT PLAT Page 17 The flow duration comparison analysis results for the provided detention vault are shown below. There is less than 10% excursion between the 2-year and 50-year release rate and the curve is entirely under the target curve for the required range of 50% 2-year to 2-year. Therefore, the proposed detention facility meets the flow duration requirement. Duration Comparison Anaylsis Base File: 04139m_pre.tsf New File: rdout. tsf Cutoff Units: Discharge in CFS -----Fraction of Time--------------Check of Cutoff Base New %Change Probability Base 0.031 0.61E-02 0.52E-02 -14.4 I 0.61E-02 0.031 0.037 0.48E-02 0.46E-02 -3.8 I 0.48E-02 0.037 0.043 0.37E-02 0.33E-02 -8.5 I 0.37E-02 0.043 0.049 0.27E-02 0.25E-02 -7.8 I 0.27E-02 0.049 0.055 0.20E-02 0.16E-02 -20.7 I 0.20E-02 0.055 0.062 0.14E-02 0.14E-02 -2.3 I 0.14E-02 0.062 0.068 0.99E-03 0.10E-02 4.9 I 0.99E-03 0.068 0.074 0.80E-03 0.80E-03 0.0 I 0.80E-03 0.074 0.080 0.5SE-03 0.59E-03 5.9 I 0.55E-03 0.080 0.086 0.38E-03 0.34E-03 -8.7 I 0.38E-03 0.086 0.092 0.lSE-03 0.23E-03 55.6 I 0.15E-03 0.092 0.098 0.98E-04 o .llE-03 16.7 I 0.98E-04 0.098 0.104 0.65E-04 O.OOE+OO -100.0 I 0.65E-04 0.104 o .1l0 0.16E-04 O.OOE+OO -100.0 I 0.16E-04 o .1l0 Maximum positive excursion = 0.006 cfs ( 6.4%) occurring at 0.092 cfs on the Base Data:04139m_pre.tsf and at 0.097 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.004 cfs (-10.8%) occurring at 0.035 cfs on the Base Data:04139m_pre.tsf and at 0.031 cfs on the New Data:rdout.tsf 4.5 Water Quality Calculations Basic Wetvault Tolerance------- New %Change 0.030 -3.5 0.036 -3.0 0.041 -5.1 0.048 -2.9 0.052 -6.7 0.061 -0.6 0.068 0.8 0.074 0.8 0.080 0.9 0.085 -0.9 0.097 6.4 0.100 1.9 0.101 -2.2 0.103 -5.8 A Basic Wetvault includes a pennanent wetpool that allows for the removal of 80% of Total Suspended Solids. Section 6.4.1.1 outlines a 4-step process to calculate the required wetpool volume. Step I: Identify required wetpool volume factor (f) A basic wetpond requires a volume factor of 3.0. Step 2: Detennine rainfall (R) for the mean annual stonn Figure 6.4.I.A (page 6-71 in the 2009 KCSWDM, included below and in Appendix C) is used to detennine the rainfall, in inches, for the mean annual stann. The rainfall is then converted into feet for use in Equation 6-13 (shown below). Core Design, Inc. MERLINO SHORT PLAT Page 18 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ---------------------------------------------- The mean annual stonn rainfall for this project site is 0.47" as noted on the project·specific Figure 6.4.I.A included in Appendix C. Step 3: Calculate runoff from the mean annual stonn (V,) for the developed site The land cover types and associated areas for each in the developed project site are used to calculate the amount of rainfall, in cubic feet, that runs off each land cover type. Coefficients specific to the four U.S. Department of Agriculture soil survey cover categories are weighted by the drainage areas and then multiplied by the rainfall, R, from Step 2. Equation 6-13 Vr = (0.9Ai + O.2SA tg + O.lOA t ! + O.OlAo)x(R) where V, = calculated volume ofrunolTfrom mean annual stonn A; = area of impervious surface (41,338 sf) At, = area of till soil covered with grass (28,295 sf) Atr= area of till soil covered with forest (0 sf) Ao = area of outwash soil covered with grass or forest (0 sf) R = rainfall from mean annual stonn (0.039 ft) Using Equation 6-13 above and the land cover areas in the developed basin calculations, the volume of runoff from the mean annual stonn is 1,734 cubic feet. Step 4: Calculate wetpool volume (Vb) The numbers / results from the previous steps are used in Equation 6-14 (shown below) to calculate the required wetpool volume. Eq uation 6-14 where Vb = tVr Vb = calculated required minimum wetpool volume (5,203 cf) f= volume factor from Step I (3.0) V, = volume of runoff from mean annual stonn (1,734 cf) Using Equation 6-14 above and the results from the previous steps, the required minimum wetpool volume, Vb is 5,203cubicfeet. The proposed wetpool yields a volume of 5,440 cubic feet. Core Design, Inc. MERLINO SHORT PLAT Page 19 I I I I I I I I I I I I I I I I I I I 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The onsite conveyance system has been analyzed using a backwater spreadsheet per Figure 4.2.1.B and the requirements described in Chapter 4 of the 2009 KCSWDM. The spreadsheet applies the Manning equation in the Backwater Analysis Method described in Section 4.2.1.2 (page 4-21) of the 2009 KCSWDM. Refer to Figure 5-/: Catch Basin Tributary Areas located at the end of this Section to aid in the following discussion and the conveyance calculations are included in Appendix D. 5.1 Rational Method The conveyance system has been designed to provide sufficient capacity to convey and contain. at a minimum, the 1 OO-year peak developed condition flow as detennined by the Rational Method. This now is divided by the total project area to determine the per acre nowrate at the 100-year design stonn. Section 3.2.1 of the 2009 KCSWDM outlines the process for detennining QR for the project site area. The peak 100-year now is detennined by the following equation: Equation 3-1 QR = CcIRA Where: QR = peak now for a stonn of return frequency R (3.04 cfs, Equation 3-1) Ce = composite estimated runoff coefficient (0.64, see "C" Value Calculation below) IR = peak rainfall intensity for a stonn of return frequency R (3.19 in/hr, see "IR" Peak Rainfall Intensity Calculation below) A = drainage subbasin area ( 1.60 acres) "C" Value Calculation The allowable runoff coefficients to be used in the Rational Method are shown in Table 3.2.1.A of the 2009 KCSWDM (page 3-13) by type ofland cover. The composite "C" value, Ce, is detennined by the following equation: Equation 3-2 Cc = (ClA l + CzA z + ... + CnAn)/AT Where: AT = total area (1.60 acres) Au .... n = areas ofland cover types (acres, see table below) CI,2 .... n = runoff coefficients for each land cover type ( see table below) Table 5-1 Composite "C" Value Cover Type C A Lawns / landscaping 0.25 0.65 Pavement and roofs 0.90 0.95 Cc = 0.64 Ar = 1.60 "IR" Peak Rainfall Intensity Calculation The peak rainfall intensity, IR, for the specified design stonn of return frequency R (1 OO-year) is detennined using the following equations: Equation 3-3 IR = (PR)(i R) Equation 3-4 iR = (aR)(Tc)-b R Where: IR = peak rainfall intensity (3.19 in/hr, Equation 3-3) Core Design, Inc. MERLINO SHORT PLAT Page 21 P R = total precipitation at the project site for the 24-hour, 100-year stonn (3.9 in, Figure 3.2.1.C, page 3-17) iR = unit peak rainfall intensity factor (0.82 in/hr, Equation 3-4) T, = time of concentration (6.3 minutes, see "T," Time of Concentration Calculation below) aR. bR = Table 3.2.I.B (I OO-year) adjustment coefficients 2.61 and 0.63 respectively) "Tc" Time of Concentration Calculation The time of concentration is defined as " ... the time it takes runoffto travel overland (from the onset of precipitation) from the most hydraulically distant location in the drainage basin to the point of discharge." The value for time of concentration, T" used in equation 3-4 above is the sum total of the time of concentration for each overland flowpath segment, T t • The equations for calculating Tc, therefore, are as follows: Equation 3-5 Tc = Tl + Tz + ... + Tn Equation 3-6 T1•z .... n = 6~V Where: T t •2 .... , = travel time (6.3 minutes, see calculation and discussion below) L = distance of flow across a given segment V = average velocity across the land cover = kR,jSo) kR = time of concentration velocity factor (per Table 3.2.I.C, page 3-13) so = slope of flowpath However, due to the urban nature of this project, the minimum Tc of 6.3 minutes (per Page 3-12 in the 2009 KCS WDM) was used and the actual time of concentration was not calculated. Peak Flow per Acre The QR calculation below detennines the flow per acre to be applied to the areas tributary to each onsite catch basin. QR/acre = 3.27 cfs/1.60 acres = 2.04 cfs/acre Onsite Catch Basin Tributary Areas & Flows The 2.04 cfs/acre was applied to the tributary areas to detennine the peak flow to each catch basin. The areas and corresponding catchment flow rates are graphically represented on Figure 5-1: Tributary Catch Basin Areas Table 5-2 Tributary Flows CB Incremental QIOO Area (ac) CB4 0.80 1.63 CB3 0.63 1.29 CB7 0.16 0.33 5.2 Backwater Analysis The onsite conveyance system is designed with the tailwater elevation set at the maximum water surface elevation of the proposed vault. All conveyance systems are designed to safely convey the 100-year Core Design. Inc. MERLINO SHORT PLAT Page 22 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I stann event. Core Requirement #4 in the 2009 KCSWDM requires storm pipes to safely convey the 25- year stann. Table 5-3 below shows the calculated freeboard at each catch basin analyzed. The backwater spreadsheet is included in Appendix D. Table 5-3 Catch B.asin. Freeboard (at IOO-yr event) CB HGL Elevation Rim Elevation Freeboard (feet) (feet) ( feet) CBI 223.02 227.81 4.80 CB2 223.59 228.98 5.40 CB3 224.83 230.00 S.19 CB4 228.07 232.91 4.89 CBS 223.03 227.S0 4.48 CB6 223.03 224.90 1.87 Core Design, Inc. MERLINO SHORT PLAT Page 23 ONr~I"'rrH . !IN,NNY'ld ' ONll/HNIONi {.......-unl~..." arcu.'~,~ --"'-10' __ """,*"",., SNOI.LIaNO:J aElcl07ElAEla:;fllcJ [-/7 mmOId .L V7cl .L NOHS ONI7NElW ""0,,, ~- I I I ~ ...... viOl: 3Nnr ""ya Ol NOU835 153M 3H1 01 ON NOIIJ3S IS]MHHIO \, (, ------------------- I I I I I I I I I I I I I I I '. I I I I -Looking west from the west side of Cedar Avenue S 3 -Looking west from the top of the 2: I slope 2 -Looking north from the east property line 4 -Looking south west at an existing rock lined ditch on the north side of the WSDOT access road Core Design , Inc . MERLINO SHORT PLAT Page 7 5 -Looking south west at the existing WSDOT access road 7 -Birdcage structure at the downstream end of the ditch in photo 6 6 -Looking north at a ditch at the toe t. 75: I slope 8 -Looking northwest at a grass lined ditch flowing down to 1-405 Core Design , Inc . MERLINO SHORT PLAT Page 8 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 9 -Catch basin on the east side of 1-405 10 -Looking south on the west side of Cedar Ave S at the driveway for the Cedar Crest Condos Core De sign , Inc . MERLINO SHORT PLAT Pag e 9 3.4 Mitigation of Existing and Potential Problems Downstream Drainage Problems Requiring Special Attention Type I -Conveyance System Nuisance Problems There are no known , reported or observed current downstream conveyance nuisance problems . Type 2 -Severe Erosion Probl e ms There are no known , reported or observed current downstream seve re eros ion problems Type 3-Severe Flooding Problems There are no known, reported or observed current downstream severe flooding problems. Department of Ecology 303d Listings Type I -Bacteria Problems There are no known or reported bacteria problems . Type 2 -Dissolved Oxygen (DO ) Problems There are no known or reported dissolved oxygen problems. Type 3 -Temperature Problems There are no known or reported temperature problems. Type 4 -Metals Problems There are no known or reported downstream metal s problems. Type 5 -Phosphorous Problems There are no known or reported down stream phosphorous problems. Type 6 -Turbidity Problems There are no known or reported down s tream turbidity probl e ms . Type 7 -High pH Problems There are no known or reported high pH problems. Drainage Adjustments There is no drainage adjustment proposed for this project. Core Design , Inc . MERLINO SHORT PLAT Page 10 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 4 FLOW CONTROL AND WATER QUALITY DESIGN 4.1 Existing Site Hydrology The project site is approximately 1.60 acres in size and is currently covered in grass. Cedar Avenue S drains south at approximate ly 2.S % though an existing storm drain system and outlets to a Class S stream south of the proposed project. The 2: I s lope constructed in 2010 as part of the construction of the WSDOT 1-40S, I-S to SR 169 Stage 2 Corridor Widening Project drains west to a ditch flowing south on the west boundary of the site . The flatter portion of the site drains south to an existing onsite ditch north of the WSDOT access road where it ha s its confl uen ce with the ditch on the west boundary . See Table 4- I below and Figure 4-1 : Existing Conditions . A site Soils Map is included in Appendix B and the KCRTS Hydrologic Soils Group table (Table 3.2 .2.B) is included in Appendix C . There are approximately 0.10 acres of existing impervious area from Cedar Avenue S which will enter the proposed drainage system due to the frontage improvements. This area has been modeled as impervious in the pre-developed conditions. Historic site conditions are assumed for all existing on s ite area of I.SO acres per Section 1.2 .3 .1 of the 2009 KCSWDM (page 1-43) and are modeled as Till Fore st. Table 4-1 Existing Conditions Areas GROUND COVER AREA (acres) Till-Forest 1.50 Impervious 0.10 TOTAL 1.60 The peak flow rates for the pre-developed conditions as determined by KCRTS (one hour time steps) are shown below . A regional scale factor ofST 1.0 was used as determined by Figure 3.2 .2.A in Appendix C. Flow Frequency Analysis Time Series File :04139m_pre .tsf Project Location :Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0 .116 2 2/09/01 15 :00 0 .054 7 1 /05/02 16 :00 0 .105 3 2/28/03 3 :00 0 .035 8 8/26/04 2 :00 0 .063 6 1/05/05 8 :00 0 .103 4 1/18/06 16 :00 0 .094 5 11/24/06 4 :00 0 .175 1 1/09/08 9 :00 Computed Peaks -----Flow Frequency Analysis------- --Peaks Rank Return Prob (CFS) Period 0 .175 1 100 .00 0.116 2 25 .00 0 .105 3 10 .00 0 .103 4 5 .00 0 .094 5 3 .00 0 .063 6 2 .00 0 .054 0.035 0 .156 7 8 1. 30 1.10 50 .00 0 .990 0 .960 0 .900 0 .800 0 .667 0 .500 0 .231 0 .091 0 .980 Core Design , In c . MERLINO SHORT PLAT Page 11 4 .2 Developed Site Hydrology The site was mass graded as part of the [-405 project, so there will be no clearin g and minimal grading to construct seven single-family lots, stonnwater vault and associated utilities. All of the lots will drain to Cedar Avenue S. Halfstreet frontage improvements on Cedar Avenue S will be completed to provide 13.5 feet of pavement from the right of way centerline, curb and gutter, an 8-foot planter and a 5-foot si dewalk. The developed condition areas are summarized in Table 4-2 and Figllre 4-2 Developed Conditions Map. Table 4-2 Developed Condition Areas GROUND COVER AREA (acres) Till-Grass 0 .65 Impervi ous 0 .95 TOTAL 1.60 The undetained peak flow rates for the developed conditions as detennined by KCRTS (one hour time steps) are shown below. Flow Frequency Analysis Time Series File :04 1 39m dev .tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak -Peaks Rank Return Prob (CFS) (CFS) Period 0 .289 6 2/09/01 2 :00 0 .586 1 100.00 0 .990 0 .232 8 1/05/02 16:00 0.362 2 25 .00 0 .960 0 .348 3 2/27/03 7 :00 0.348 3 10.00 0.900 0 .249 7 8/26/04 2:00 0.306 4 5 .00 0 .800 0 .300 5 10/28/04 16 :00 0 .300 5 3 .00 0.667 0 .306 4 1/18/06 16 :00 0.289 6 2 .00 0 .500 0 .362 2 10/26/06 0 :00 0 .249 7 1.30 0 .2 31 0 .586 1 1/09/08 6 :00 0.232 8 1.10 0.091 Computed Peaks 0.511 50 .00 0 .980 Core Design, Inc . MERLINO SHORT PLAT Page 12 I I I I I I I I I I I I I I I I I I I • • 6.4. I WETPO NDS -BASI C AND LAR GE -METHODS OF ANA LYS IS F IGU R E 6.4.I.A I'R EC IPITATI O N FOR ME AN ANNUA L STOR M IN I NC H ES (FEET) ST 1 .1 0.54" (0 .045 ') fZZj Incorporated Area -c;:::) RiverfLake -MajorRoad 0 .4'" (0.0 39 ') 0 .47" (0 .039 ') NO TE: Areas east of the easternmost isopluvial should use 0.65 Inches unless rainfall data Is available for the location of Interest LA 1 .2 () result, generates large amounts oF run off. For this application, till soi l types include Buck ley and bedrock s oils, and a lluv ial and outwash soi ls that have a seasonally high water table or are under lain at a s hallow depth (less tha n 5 feet) by glacia l t il l. U .S. Soil Co nse r vatio n Service (SCS) hydrologic soil groups th a t are class ified as till soils include a few B, mo s t C, a nd all D soil s. See Chapter 3 fo r class ificalion of s pecific SCS so il typcs. 2009 Surrace Water De sign Manual 11912009 6-7 1 • KCRTS Program ... File Directory : C :\KC SWDM\KC DATA\ - -[C] CREATE a new Time Series ST 1. 50 0 .00 0 .000000 0 .00 0 .00 0 .000000 0 .00 0 .00 0 .000000 0 .00 0 .00 0 .000000 0 .00 0 .00 0 .000000 0 .00 0 .00 0 .000000 0 .00 0 .00 0 .000000 0 .14 0 .00 0.000000 04139M Pre .tsf -T 1 .00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies 04139M Pre .tsf 04139M_Pre .pks [R] RETURN to Previous Menu [C] CREATE a new Time Series ST 0 .00 0 .00 0 .03 0 .00 0 .00 0 .00 0 .00 0 .01 04139M_Bypass .tsf T 1. 00000 T 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .000000 0 .000000 0 .000000 0 .000000 0 .000000 0.000000 0 .000000 0 .000000 [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies 04139M_Bypass .tsf 04139M_Bypass .pks [R] RETURN to Previous Menu [C] CREATE a new Time Series ST 0 .00 0 .00 0 .00 0 .00 0 .59 0.00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 1.01 0 .00 04139M Dev .tsf T 1 .00000 T 0 .000000 0 .000000 0 .000000 0 .000000 0 .000000 0 .000000 0 .000000 0 .000000 • Till Forest Till Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Impervious Till Forest Till Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Impervious Till Forest Till Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Impervious ·1 r . • [Tj Enter the Analysis TOOLS Module [Pj Compute PEAKS and Flow Frequencies 04139M Dev .tsf 04139M_Dev .pks [OJ Compute Flow DURATION and Exceedence 04139M Pre .tsf 04139M Pre .dur F F 0 .0031 0 .026 36 [Rj RETURN to Previous Menu Page 2 • Page 2 • • Retention/Detention facility Type of facility : Detention Vault Facility Length : Facility Width : facility Area : Effective Storage Depth : Stage 0 Elevation : Storage Volume : Riser Head : Riser Diameter : 56 .00 40 .00 2240 . 8 .20 216 .00 18368 . 8 .20 12 .00 Number of or1fices : 3 Orifice # 1 2 3 Height (ft) 0 .00 4 .70 6 .50 Diameter (in) 0 .63 1. 00 0 .75 Top Notch weir : None Outflow Rating Curve : None Stage Elevation Storage ft ft sq . ft ft ft cu . ft ft inches full Head Pipe Discharge Diameter (CfS) (in) 0 .030 0.049 4.0 0.019 4 .0 Discharge Percolation (ft) (ft) (cu . tt) (ac-ft) (cfs) (cfs) 0 .00 216 .00 O. 0 .000 0 .000 0 .00 0 .01 216 .01 22 . 0 .001 0 .001 0 .00 0 .02 216 .02 45 . 0 .001 0 .001 0 .00 0.03 216.03 67 . 0 .002 0 .002 0.00 0 .04 216 .04 90 . 0 .002 0.002 0 .00 0 .05 216 .05 112 . 0 .003 0 .002 0 .00 0 .21 216 .21 470 . 0 .011 0 .005 0 .00 0 .37 216 .37 829 . 0 .019 0 .006 0.00 0 .53 216 .53 1187 . 0 .027 0 .008 0 .00 0 .70 216 .70 1568 . 0 .036 0 .009 0 .00 0 .86 216 .86 1926 . 0 .044 0.010 0 .00 1. 02 217 .02 2285 . 0 .052 0 .011 0 .00 1.18 217 .18 2643 . 0 .061 0 .011 0 .00 1. 34 217 .34 3002 . 0 .069 0 .012 0 .00 1. 50 217 .50 3360 . 0 .077 0 .013 0.00 1. 66 217 .66 3718 . 0 .085 0 .014 0 .00 1. 82 217 .82 4077. 0 .094 0 .014 0 .00 1. 98 217 .98 4435 . 0.102 0.015 0 .00 2 .14 218 .14 4794. 0.110 0.016 0 .00 2 .30 218 .30 5152 . 0 .118 0 .016 0 .00 2 .46 218 .46 5510 . 0 .127 0.017 0.00 2 .62 218 .62 5869. 0 .135 0 .017 0 .00 2 .79 218.79 6250 . 0 .143 0 .018 0 .00 2 .95 218 .95 6608 . 0 .152 0 .018 0 .00 3 .11 219 .11 6966 . 0 .160 0 .019 0 .00 3 .27 219 .27 7325 . 0 .168 0 .019 0 .00 3 .43 219 .43 7683 . 0 .176 0 .020 0 .00 3 .59 219 .59 8042 . 0 .185 0 .020 0.00 .'\ Hyd 1 2 3 4 5 6 7 8 • 9 .30 225 .30 9 .40 225 .40 9 .50 225 .50 9 .60 225 .60 9 .70 225 .70 9 .80 225 .80 9 .90 225 .90 10 .00 226 .00 Inflow Outflow 0 .60 0 .41 0 .30 0 .10 0 .30 0 .08 0 .36 0 .07 0 .32 0 .06 0 .19 0 .03 0 .24 0 .02 0 .26 0 .02 20832 . 0 .478 21056 . 0 .4<33 21280. 0 .489 21504 . 0 .494 21728 . 0 .499 21952 . 0 .504 22176 . 0 .509 22400 . 0 .514 Peak Stage 8 .30 8 .06 7 .14 6 .77 5 .94 4 .86 4 .47 3 .24 Elev 224 .30 224 .06 223 .14 222 .77 221. 94 220.86 220 .47 219.24 RID Facility Tributary Reservoir • 4 .080 0 .00 4 .260 0 .00 4. 430 0 .00 4 .590 0 .00 4 .750 0 .00 4 .910 0.00 5 .050 0 .00 5 .200 0 .00 Storage (Cu-Ft) (Ac-Ft) 18593 . 0 .427 18052 . 0 .414 15990 . 0 .367 15163 . 0 .348 13310 . 0 .306 10888 . 0 .250 10018 . 0.230 7258 . 0.167 POC Outflow Hyd Outflow Inflow Inflow Target Calc 1 0.41 0 .01 ******** 2 0 .10 0 .01 ******** 3 0 .08 0 .01 ******** 4 0 .07 0 .01 ******** 5 0.06 0 .01 ******** 6 0 .03 0 .00 ******** 7 0.02 0 .00 ******** 8 0 .02 0 .00 ******** ---------------------------------- Route Time Series through Facility Inflow Time Series File :04139m dev .tsf Outflow Time Series File :rdout POC Time Series File :dsout Inflow/Outflow Analysis Peak Inflow Discharge : 0 .602 CFS Peak Outflow Disch arge : 0 .415 CFS Peak Reservoir Stage : 8 .30 Ft Peak Reservoir Elev : 224 .30 Ft ******* ******* 0 .11 ******* ******* 0 .06 ******* ******* at 6 :00 at 9 :00 Peak Reservoir Storage : 18593 . Cu-Ft 0 .427 Ac-Ft 0 .42 0.10 0 .09 0 .08 0.06 0 .04 0 .02 0 .02 on Jan 9 in on Jan 9 in Year 8 Year 8 Add Time series :04139m_bypass .tsf Peak Summed Discharge : 0.423 CFS at 9 :00 on Jan 9 in Year 8 Point of Compliance File :dsout .tsf Flow Frequency Analysis Time Series File :rdout .tsf Project Location :Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak -----Flow Frequency Analysis------- _ -Peaks - -Rank Return Prob ." • t · • • (CFS) (CFS) (ft) Period 0 .100 2 2/09/01 20:00 0 .4 1 5 8 .30 1 100 .00 0 .990 0.023 7 1/07/02 4:00 0 .100 8 .12 2 25 .00 0 .960 0 .074 4 3/06/03 22 :00 0 .083 7 .14 3 10 .00 0 .900 0 .019 8 8/26/04 7 :00 0.074 6 .77 4 5 .00 0 .800 0 .034 6 1/08/05 1 :00 0 .056 5 .94 5 3 .00 0 .667 0 .056 5 1/19/06 0 :00 0 .034 4 .86 6 2 .00 0 .500 0 .083 3 11/24/06 8 :00 0 .023 4 .47 7 1. 30 0 .231 0.415 1 1/09/08 9 :00 0 .019 3 .24 8 1.10 0 .091 Computed Peaks 0 .310 8 .27 50 .00 0 .980 Flow Frequency Analysis Time Series File :dsout .tsf Project Location :Sea-Tac ---Annual Peak Flow Rates --------Flow Frequency Analysis------- Flow Rate Rank Time of Peak -Peaks Rank Return Prob (CFS) (CFS) Period 0 .103 2 2/09/01 20 :00 0 .423 1 100 .00 0 .990 0 .023 7 12/29 /01 9 :00 0 .103 2 25 .00 0 .960 0 .076 4 3/06/03 21 :00 0 .085 3 10 .00 0 .900 0 .020 8 8/26/04 4 :00 0 .076 4 5 .00 0 .800 0 .035 6 1/08/05 2 :00 0 .058 5 3 .00 0 .667 0 .058 5 1/18/06 22 :00 0 .035 6 2 .00 0 .500 0 .085 3 11/24/06 8 :00 0 .023 7 1. 30 0 .231 0 .423 1 1/09/08 9 :00 0 .020 8 1.10 0 .091 Computed Peaks 0 .316 50 .00 0 .980 Flow Duration from Time Series File :rdout .tsf Cutoff Count Frequency CDF Exceedence Probability CrS % % , , 0 .002 31402 51.210 51. 210 48 .790 0 .488E+00 0 .004 6942 11. 321 62 .531 37 .469 0 .375E+00 0 .007 6069 9 .897 72 .428 27 .572 0 .276E+00 0 .010 4666 7 .609 80 .038 19 .962 0 .200E+00 0 .013 4964 8 .095 88 .133 11. 867 o . 119E+00 0 .015 2627 4 .284 92 .417 7 .583 0 .758E -01 0 .018 1938 3 .160 95 .577 4 .423 0 .442E -01 0 .021 1523 2 .484 98 .061 1 .939 0 .194E -01 0 .024 720 1.174 99 .235 0 .765 0 .765E -02 0 .027 31 0 .051 99 .286 0 .714 0 .714E -02 0 .029 19 0 .031 99 .317 0 .683 0 .683E-02 0 .032 38 0 .062 99 .379 0 .621 0 .621E-02 0 .035 56 0 .091 99 .470 0 .530 0 .530E-02 0 .038 35 0 .057 99 .527 0 .473 0 .473E-02 0 .041 32 0 .052 99 .579 0 .421 0 .421 E-02 0 .043 34 0 .055 99 .635 0 .365 0 .365E-02 0 .046 22 0 .036 99 .671 0 .329 0 .329E-02 0 .049 22 0 .036 99 .706 0 .294 0 .294E-02 0 .052 21 0 .034 99 .741 0 .259 0 .259E-02 0 .055 32 0 .052 99 .793 0 .207 0 .207E -02 0 .057 31 0 .051 99 .843 0 .157 0 .157E-02 0 .060 17 0 .028 99 .871 0 .129 0 .129E-02 0 .063 16 0 .026 99 .897 0 .103 0 .103E-02 0 .066 3 0 .005 99 .902 0 .098 0 .978E -03 • • 0 .068 2 0 .003 99 .905 0 .095 0 .946E-03 0 .071 5 0 .008 99 .914 0 .086 0.864E-03 0 .074 8 0 .013 99 .927 0 .073 0.734E-03 0 .077 9 0 .015 99 .941 0 .059 0 .587E-03 0 .080 7 0 .011 99 .953 0 .047 0 .473E-03 0 .082 8 0 .013 99.966 0 .034 0 .342E-03 0 .085 4 0 .007 99 .972 0 .028 0 .277E-03 0 .088 2 0 .003 99 .976 0 .024 0 .245E-03 0 .091 3 0 .005 99 .980 0 .020 0.196E-03 0 .094 2 0 .003 99 .984 0 .016 0 .163E-03 0 .096 3 0 .005 99 .989 0 .011 o .114E-03 0 .099 5 0 .008 99 .997 0 .003 0 .326E-04 Flow Du ration from Ti me Se r ies File :dsout .tsf Cutoff Count Fr equ e n cy CDF Exceedence_probability CFS ~ ~ % 0 .001 31390 51 .190 51 .190 48 .810 0.488E+00 0 .004 6889 1 1. 235 62 .425 37 .575 0 .376E+00 0 .007 5980 9 .752 72 .177 27 .823 0.278E+00 0 .010 4912 8 .010 80 .188 19 .812 0 .198E+00 0 .013 4888 7 .971 88 .159 11.841 0 .118E+00 0 .016 2580 4.207 92 .366 7 .634 0 .763E-01 0 .019 1956 3 .190 95 .556 4 .444 0 .444E-01 0 .021 1410 2 .299 97 .856 2.144 0 .214E-01 0 .024 818 1. 334 99 .189 0 .811 0.811E-02 0 .027 60 0 .098 99 .287 0 .713 0 .713E-02 0 .030 17 0 .028 99 .315 0 .685 0.685E-02 0 .033 38 0 .062 99 .377 0 .623 0 .623E-02 0 .036 57 0 .093 99 .470 0 .530 0 .530E-02 0 .039 35 0 .057 99 .527 0 .473 0 .473E-02 0 .042 32 0 .052 99 .579 0 .421 0 .421E-02 0 .044 33 0 .054 99 .633 0 .367 0 .367E-02 0 .047 25 0 .0 4 1 99 .674 0.326 0 .326E-02 0 .050 20 0 .033 99 .706 0 .294 0 .294E-02 0 .053 20 0 .033 99 .739 0 .261 0 .261E-02 0 .056 32 0 .052 99 .791 0 .209 0 .209E-02 0 .059 34 0 .055 99 .847 0 .153 0.153E-02 0 .062 14 0 .023 99 .870 0 .130 0 .130E-02 0 .064 15 0 .024 99 .894 0 .106 0.106E-02 0.067 6 0 .010 99 .904 0 .096 0 .962E-03 0 .070 2 0 .003 99 .907 0 .093 0 .930E-03 0 .073 4 0 .007 99 .914 0 .086 0 .864E-03 0 .076 7 0 .011 99 .925 0 .075 0 .750E-03 0 .079 9 0 .015 99 .940 0 .060 0 .603E-03 0 .082 8 0 .013 99 .953 0 .047 0 .473E-03 0 .084 7 0 .011 99 .964 0 .036 0 .359E-03 0 .087 5 0 .008 99 .972 0 .028 0 .277E-03 0 .090 2 0 .003 99 .976 0 .024 0 .245E-03 0 .093 3 0 .005 99 .980 0 .020 0 .196E-03 0 .096 2 0 .003 99 .984 0 .016 0 .163E-03 0 .099 4 0 .007 99 .990 0 .010 0 .978E-04 0 .102 3 0 .005 99 .995 0 .005 0.489E-04 Duration Co mparison An a y lsis Base File : 04139m_pre . tsf • • New File : dsout .tsf Cutoff Units : Discharge in CFS -----Fraction of Time--------------Check of Tolerance------- Cutoff Base New %Change Probabili ty Base New ~Change 0 .031 0 .70E-02 0 .65E-02 -7 .2 I 0 .70E-02 0 .031 0 .029 -8 .7 0 .038 0 .52E-02 0.49E-02 -5 .4 I 0.52E-02 0.038 0 .037 -3 .8 0 .045 0.39E -02 0 .36E-02 -5 .9 I 0 .39E-02 0 .045 0 .043 -2 .8 0 .051 0 .29E-02 0.28E-02 -1. 7 I 0 .29E-02 0 .051 0 .050 -1. 2 0 .058 0 .19E-02 0 .17E-02 -10 .9 I 0.19E-02 0 .058 0 .057 -1. 2 0.064 0.14E-02 0.1lE-02 -25.0 I 0 .14E-02 0 .064 0 .060 -7 .0 0 .071 0 .10E-02 0 .91E-03 -11 .1 I 0 .10E-02 0 .071 0 .066 -5 .9 0 .077 0 .85E-03 0.67E-03 -21. 2 I 0 .85E-03 0 .077 0 .074 -4 .6 0 .084 0 .57E-03 0 .38E-03 -34 .3 I 0 .57E-03 0 .084 0 .079 -5 .4 0 .090 0 .44E-03 0 .23E-03 -48 .1 I 0 .44E-03 0 .090 0 .082 -9 .1 0 .097 0 .20E-03 o .13E-03 -33 .3 I 0 .20E-03 0 .097 0.094 -3 .2 0 .103 o .1lE-03 O.OOE+OO -100 .0 I o .1lE-03 0 .103 0.098 -4 .7 0 .110 0 .49E-04 O.OOE+OO -100.0 I 0 .49E-04 0 .110 0 .102 -7 .4 0.116 0 .16E-04 O.OOE+OO -100 .0 I 0 .16E-04 0 .116 0.103 -11. 9 Maximum positive excursion = 0 .001 cfs ( 1. 3 ~) occurring at 0.052 cfs on the Base Data : 04139m_pre . tsf and at 0 .053 cfs on the New Data :dsout .tsf Maximum negative excursion = 0.014 cfs (-12.0 ~) occurring at 0.116 cfs on the Base Data :04139m_pre .tsf and at 0.102 cfs on the New Data :dsout.tsf en LL ~ 10° "' rdout pks In Sea-Tae • dsout pks 04139M_Pre.pks ~ 10-L III ~ o U> is "' 10.2 1 2 5 • 10 2 B 000 • • 00 ~ 20 30 40 50 60 Cumulative Probability • Return Period 5 • 70 60 10 20 I t • 90 50 100 • • • • 95 96 99 Cii u. ~ OJ e> '" .s::: o <II i:S N ~ a ~_I R _ -.-~ ====----.---' o <0 0. a 000 ~I-I--o g a N 00 0.-0 __ a • • • • • • ... • • .. • • • .. • • • .. • • .-• ~ . • • • •• • • . .. ... " rdoutdur dsout dur • 04139M_Pre dur • • o o 'II~QQ------~--------------------------r-~----------~--~--~--------------------------------~--~.~ ____ ; °1 I I I 10 -5 10 -4 10 -3 10 -2 10 -1 100 Probabil ity Exceedence • • •• • , , --- Appendix 0 Conveyance Calculations (To be provided at Final Engineering) I I I I I I I I I I I I I I I Final Technical Information Report Project Manager: Prepared by: Date: Revised: Core No.: FOR MERLINO SHORT PLAT CITY OF RENTON KING COUNTY, WASHINGTON Lafe Hermansen Sberi Murata, P.E. October 2014 January 2015. February 2015 04139M RECEIVED FEB 262015 CITY OF RENTON PlANNING DIVISION 1471 1 NE 291h f'kJCtl . Suite 101 BcUovu o . Woshing l on 9&007 Ph 0 .5.&85.7877 www .c Ofedeslgnlnc .com I I I I I I I I I I I I I I I I I I I Merlino Short Plat Table of Contents I PR O J ECT OVE RVI E W ................................................................................................................ 1 Figur e I-I: Vic in ity Map ........................................................................................................ 2 2 CON DITI ONS AND REQ U IREM EN TS SU MM A Ry ................................................................ 3 2.1 Core Require ments ................................................................................................................ 3 2.1.1 Co re Re qui rement # I : Di sch arge at th e Natura l Locati on ............................................ 3 2.1.2 Core Re quire ment #2: O ffs it e Ana lys is ......................................................................... 3 2.1.3 Core Re~ltire m e nt #3: Flow Control ............................................................................. 3 2.1.4 Core Re quire me nt #4: Conveya nce System .................................................................. 3 2.1.5 Core Re qu ire me nt s #5: Erosion a nd Sed ime nt Co ntro l ................................................. 3 2.1 .6 Core Re qu ire ment #6: Ma int e na nce a nd Operati ons ..................................................... 3 2.1.7 Core Req uire me nt #7: Fin anc ia l G ua rant ees a nd Li a bi lity ............................................ 3 2. 1.8 Core Req uire me nt #8: Wa te r Q ua li ty ............................................................................ 3 2.2 Specia l Requirement # I : Oth er Ado pt ed Area -Spec ifi c Re quireme nt s ................................ 3 2.2 .1 C riti ca l Dra ina ge Areas ................................................................................................. 3 2 .2.2 Mas te r Drainage Pl an .................................................................................................... 4 2.2.3 Bas in Plan s ..................................................................................................................... 4 2 .2 .4 Sa lmon C on servation Plan s (SC Ps) ............................................................................... 4 2.2.5 Storm wa te r Co mpli a nce Pl a ns (S WC Ps) ....................................................................... 4 2 .2.6 Lake M an age ment Pl a ns (LMP s) .................................................................................. 4 2.2.7 Flood Haza rd Redu cti on Pl an Upd a tes (F HRPs} ........................................................... 4 2 .2.8 Sha red Faci lity Dra in age Pl a ns (S FDP s) ....................................................................... 4 2.3 Specia l Require me nt #2: Flood pl a in I Floo dway De lin eati o n .............................................. 4 2.4 S pecia l Requireme nt #3 : Flood Protect io n Faci liti es ............................................................ 4 2.5 S pecia l Re quire ment #4: So urce Contro ls ............................................................................ 4 2.6 Speci al Requirement #5: Oil Co ntro l .................................................................................... 4 3 OF FS ITE ANA LY S IS .................................................................................................................. 5 :l.1 S tud y Ar ea De finiti o n a nd Map s ........................................................................................... 5 3 .2 Reso ur ce Rev iew ................................................................................................................... 5 Bas in Reco nn a issance Summ a ry Re po rt s ............................................................................... 5 FE M A Ma ps ........................................................................................................................... 5 Se ns iti ve Areas Fo li o .............................................................................................................. 5 C ity of Re nto n Soil S urvey ..................................................................................................... 5 Dow ns tr eam Dr a in age Co mp la int s ......................................................................................... 5 Core Design . In c. MERLINO SHORT PLAT 3.3 Field Investigation ................................................................................................................. 5 Upstream Tributary Area ........................................................................................................ 5 Level I Downstream Analysis ................................................................................................ 6 Field Investigation .............................................................................................................. 6 3 .4 Mitigation of Existing and Potential Problems ................................................................... 10 Downstream Drainage Problems Requiring Special Attention ............................................ 10 Department of Ecology 303d Listings .................................................................................. 10 Drainage Adjustments .......................................................................................................... 10 4 FLOW CONTROL AND WATER QUALITY DESiGN ........................................................... 11 4.1 Existing Site Hydrology ...................................................................................................... II 4.2 Developed Site Hydrology .................................................................................................. 12 Figure 4-1: Existing Conditions Basin Exhibit.. .................................................................. 13 Figure 4-2: Developed Cond ition s Exhibit... ....................................................................... 14 4.3 Performance Standards ........................................................................................................ 15 Flow Control: Duration Standard Matching Forested Site Conditions ................................ 15 Conveyance Capacity ........................................................................................................... 15 Water Quality: Basic Water Quality Menu .......................................................................... 15 4.4 Flow Control System ......................................................................................................... 15 Calculation of Lot Impervious Area ..................................................................................... 15 Flow Control BMPsllndividual Lot BMPs ........................................................................... 16 Bypass Area .......................................................................................................................... 17 Detention Pond Modeling ..................................................................................................... 17 KCRTS Vault Calculation ................................................................................................ 17 4.5 Water Quality Calculations ................................................................................................. 18 Basic Wetvault ...................................................................................................................... 18 5 CONVEYANCE SYSTEM ANALYSIS AND DESiGN ........................................................... 21 5 .1 Rational Method .................................................................................................................. 21 5.2 Backwater Analysis ............................................................................................................. 22 Figure 5-1: Catch Basin Tributary Areas Exhibit.. .......................................................... 25 6 SPECIAL REPORTS AND STUDIES ....................................................................................... 27 7 OTHER PERMITS ...................................................................................................................... 29 8 ESC ANALYSIS AND DESIGN ................................................................................................ 31 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT .................................................................................................................................. 35 Bond Quantities ......................................................................................................................... 35 Facility Summaries ................................................................................................................... 35 Declaration or Covenant ........................................................................................................... 35 Core Design . Inc. MERLINO SHORT PLAT ii I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 10 OPERATIONS AND MAINTENANCE .................................................................................. 37 Appendix A -Parcel & Ba si n Information King County Parcel Report (2225069082) King County Parcel Report (2225069083) Appendix B -Resource Review & Off-s ite Analysis Documentation FEMA Map (53033C0977F) City of Renton Aquifer Protection Zones C ity of Renton Ground water Protection Areas City of Renton Sensitive Area Maps Ci ty of Renton Soi l Survey Drainage Complaints Exh ibit Downstream Drainage Map Appendix C -Pond Sizing C ity of Renton Flow Control Map Rainfall Region & Regional Sca le Factor (Figure 3.2 .2.A) KCRTS Hydrologic Soils Group Tab le (Table 3.2.2.B) Mean Annual Storm Precipitation (Figure 6.4.I.A) KCRTS Input Vault Summary Peaks Ana lysis Durations Analysis Appendix D -Conveyance Calculations Rational Met hod Runoff Calculations Backwater Ca lc ul at ions Appendix E - S pecial Reports and S tudies Drainage Design for the WSDOT Exchange Property -1-4 05 Corridor Des ign-Builders, Revised July 7, 20 I 0 Coa l Mine Hazzard Assessment -Icicle Creek Engineers, Apri l 23, 2014 Criti ca l Areas Report -Icicle Creek Engineers, April 23, 2014 Core Design, In c . MERLINO SHORT PLAT iii I I I I I I I I I I I I I I I I I I I 1 PROJECT OVERVIEW The project site is located at Cedar Avenue Sand SE 7"' Street in the City of Renton, King County. Specifically the project is in the northwest quarter of Section 20, Township 23 North, Range 5 East, W .M . The site is bordered by the Cedar Crest Condominiums to the north, sing le- fam il y residential homes on the eas t, th e Puget Sound Energy transmission lin e to the south and 1- 405 to the west. The King County Parcel Report s before the boundary line adjustmen t was completed are included in Appendix A. Table I below shows the project area after Lot Combination was completed in November 2014. Table 1: Parcellnformalion Parcel I Area (SF) L01 2 I 3.68 ac The project site is app roximately 1.60 (including the frontage area) acres in size and is current ly covered in grass. Cedar Avenue S drains south though an existing storm drain system and outlets to a Class 5 stream south of the proposed project. The 2: I s lop e constructed in 20 I 0 as part of the construction of the WSDOT 1-405 , 1-5 to SR 169 Stage 2 Corridor Widening Project drains west to a ditch flowing south on the west boundary of the site. The flatter portion of the s it e drains south to an existing onsite ditch north of the WSDOT access road where it has its confluence with the ditch on the west boundary. The site does not receive any upstream flow. The site was mass graded as part of the 1-40 5 project , so there wi ll be no c learing and minimal grading to construct seven sin g le-fa mil y lots, the stormwater va ult and the associated utilities. Half-street !Tontage imp rovements on Cedar Avenue S will be comp leted to provide 13.5 feet of pavement from the right of way center lin e, curb and gutter an 8-foot planter and a 5-foot s idewalk . See Figure I-I : Vicinity Map, provided below. The project will be designed using the guidelines and requirements established in the 2009 King County Surface Water Design Manual (2009 KCSWDM) and City of Renton Amendments to the King County Surface Water Manual (COR Amendments) The project is required to apply a Flow Duration Standard to Forested Condi ti ons and Basic Water Quality. The drainage analysis for detention sizing was modeled using the King County Runoff Time Series (KCRTS) software. The water quality facility sizin g ca lcu lat ions a re based on methods described in Chapter 6 of th e 2009 KCSWDM . The conveyance ca lcu lations wi ll be completed using the Rational Method and t he King County Backwater program. One combined detention and water quality treatment vault will be located at the south end of Cedar Avenue S in the cul-de-sac. The treated and detained flows will then be discharged west into th e existing ditch north of the WSDOT access road where it will combine with a ditch flowing south at the bottom of the 2: I s lope. Core Design, Inc . MERLINO SHORT PLAT Page 1 I I I PROJECT I I I I I I I Figure 1-1 : Vicinity Map I I I I I I I I Core Desig n , Inc. MERLINO SHORT PLAT Page 2 I I I I I I I I I I I I I I I I I I I I 2 CONDITIONS AND REQUIREMENTS SUMMARY The proposed project is classified as requiring "Fu ll Drainage Review " per the COR Amendments. Therefore, all eight core requirements and five special requirements will be addressed per Section I. I of the 2009 KCSWDM). 2.1 Core Requirements 2 .1.1 Core Requirement #1 : Discharge at the Natural Location The combined detention and water quality vault will discharge at the natural discharge location to the ditch north of the WSDOT access road and the ditch at the bottom of the 2: I slope on the west side of the project. 2 .1.2 Core Requirement #2: Offsite Analysis This core requirement is addressed in Section 3 of this report. 2.1.3 Core Requirement #3 : Flow Control The detention vau lt has been designed to a flow control duration standard matching forested site conditions per page 1-35 of the COR Amendments. This requires that the developed condition discharge durations match the existing condition durations from 50% of th e 2-year to the 50-year storm events and that the developed 2-year and I O-year peak di sc harge rates do not exceed the ex istin g 2-year and 10 -year peak discharge rate s, respectively. 2.1.4 Core Requirement #4 : Conveyance System The backwater analysis included in Section 5 shows that the proposed conveyance system provides sufficient capacity for the I OO-year storm as calculated by the Rational Method. 2.1.5 Core Requirements #5 : Erosion and Sediment Control Eros ion and sed im ent contro l will be provided through catch basin prot ec ti on, silt fencing and mulching. The permanent detention/water quality vau lt will also be utilized as a temporary sediment pond during co nstruction. 2.1.6 Core Requirement #6: Maintenance and Operations The City of Renton will own and maintain the detention/water quality vault. 2 .1.7 Core Requirement #7: Financial Guarantees and Liability A bond quantities works heet has been includ ed in Section 9. 2 .1.8 Core Requirement #8 : Water Quality Basic water quality treatment will be provided by dead storage in the vault. 2.2 Special Requirement #1 : Other Adopted Area-Specific Requirements 2 .2.1 Critical Drainage Areas This project is not in an aq ui fe r protection zone or groundwater protection area . Core Design , Inc . MERLINO SHORT PLAT Page 3 2.2 .2 Master Drainage Plan Not applicable. 2 .2 .3 Basin Plans Not applicable. 2 .2.4 Salmon Conservation Plans (SCPs) Not applicable. 2.2.5 Stormwater Compliance Plans (SWCPs) Not applicable. 2.2.6 Lake Management Plans (LMPs) Not app licable . 2.2.7 Flood Hazard Reduction Plan Updates (FHRPs) This proj ect is not within a floodplain (see FEMA map included in Appendix 8) and is not within an area wit h an applicable Flood Hazard Reduction Plan. Therefore, additional requirements from a Flood Hazard Reduction Plan do not apply. 2 .2 .8 Shared Facility Drainage Plans (SFDPs) Not applicable. 2.3 Special Requirement #2: Floodplain / Floodway Delineation This project is not located within the 100-year floodplain (see FEMA Map included in Appendix 8). 2 .4 Special Requirement #3 : Flood Protection Facilities As this project is not located within a tOO-year floodplain there are no levees, revetments or berms within the project. 2 .5 Special Requirement #4: Source Controls These requirements are not applicable as the project is not a commercial, industrial or multi- family development. 2.6 Special Requirement #5 : Oil Control This requirem ent does not apply because the project is not a commercial or industrial development nor is it expected to have more than 15 ,000 ve hicl es per day . Core Design , Inc. MERLINO SHORT PLAT Page 4 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 3 OFFSITE ANALYSIS 3.1 Study Area Definition and Maps Per the Lot Combination completed in November 2014, the proposed project contains Lot 2 which is 160,943 square feet. A new parcel number has not been issued by the King County Assessor at this time. A map of the downstream can be found in Appendix B Downstream Drainage Map. 3.2 Resource Review Basin Reconnaissance Summary Reports No Basin Reconnaissance Summary Reports are avai lable for the area that is within one mile of this project site . FEMA Maps A FEMA map dated May 16, 1995 number 53033C0977F was reviewed. The site is not located within a floodplain as it is covered by "Zone X -Outside of 500-year floodplain. The FEMA Map is included in Appendix B. Sensitive Areas Folio The City of Renton Sensitive Area Maps are included in Appendix B. Below is a summary of the project site regarding Coal Mine Hazards, Erosion Hazards, Steep S lopes and Landslides: • Coal Mine Hazard -Moderate (A sma ll portion of the south end of the site is located within the moderate region.) • Erosion Hazard -High • Steep Slopes -Due to the 2: I slopes a majority of the site is located within the 40% to 90% slope range with the remainder of the site no steepe r than 10%. • Landslide Hazard -Moderate City of Renton Soil Survey The City of Renton Soil Survey Reference II-C shows the site as having BeD or Beausite (Till) soils. The Soils Map exhibit is included in Appendix B. Downstream Drainage Complaints Drainage comp la ints we re researched within the stud y area. King Co un ty li sts on ly o ne complaint (for dumping) downstream of the site which is over a quarter of a mile away and was closed in 1995, therefore there are no current documented downstream problems associated with this project site. See the Drainage Complain! Exhibit Appendix B. 3.3 Field Investigatio n Upstream Tributary Area There is no upstream tributary area for this project. Core Design , In c . MERLINO SHORT PLAT Page 5 Level 1 Downstream Analysis Field Investigation A field investigations was conducted on March 7, 2014. The weather was sun ny, clear and approximately 60 degrees . Cedar Avenue S drain s south though an existing storm drain sys tem and outlets to a Class 5 stream south of the proposed project. The 2:1 slope constructed in 2010 as part of the construction of the WSDOT 1-405, 1-5 to SR 169 Stage 2 Corridor Widening Project drain s west to a ditch at the bottom of the s lope . The flatter portion of the site drains south to an existing onsite ditch north of the WSDOT access road where it has its confluence with the ditch at the bottom of the 2: I slope. The two ditches drain to a 54-inch catch basin with a birdcage into a piped sys tem continuing west for 250 feet down the side slope on the east side of 1-405 to a drainage structure in the sho ulder. Drain age continues north for approximately 2,800 feet through a series of catch basi ns and pipes in 1-405 to a WSDOT Spill Containment Pond located west of 1-405 and east ofS 3"' Street. Level 2 Downstream Analysis A technical memorandum entitled Drainage Design/or th e WSDOT Exchange Property, revised on Jul y 7,2010 was completed as part of the 1-405 widening and has been included in Appendix E. The WEP is located in the Cedar River Threshold Discharge Area which is a flow control exempt basin according to the WSDOT Highway Runoff Manual (2008). The technical memo summarizes the ana lysis completed to assess the downstream capacity of the existing WSDOT drainage system and to determine if the increased flowrate due to the land cover of the WSDOT Exchange Property (WE P) goi ng from second growth forest to grass can be conveyed by the existing system. The conveyance analysis determined that WSDOT 's existing downstream sys tem of the propose d project can safely convey the 100-year undetained flow of the WEP (or the project s ite) with a land cover of g[ill. This project is providing Level 2 flow control modeling the pre-developed conditions as comp lete ly forested, so the downstream system including the existing WSDOT Spill Containment Pond and conveyance pipes will have adequate capacity for the project 's stonnwater. Core Design , Inc. MERLINO SHORT PLAT Page 6 I I I I I I I I I I I I I I I I I • • SECTION 3.2 RUNOFF COMPUTATION AND ANALYSIS METHODS F IGU R E 3.1.2.A R AINFALL R EG IO NS AN D R EG IO NAL SCALE FACfO R S ST 1.1 ST 1.1 ST 1 .0 Rainfall Regions and Regional Scale Factors I{".z:J Incorporated Ar •• --""'"' River/Lake -MajorRoad l19n009 2009 Surface Water Design Manual 3-22 • • • 3.2.2 KCRTSIRUNOFF FILES METHOD -GENERATING TIME SERIES TABLE 3.2.2.11 EQUIVALENCE BETWEEN SCS SOIL TYPES AND KCRTS SOIL TYPES SCS Soil Type SCS KCRTS Soli Note. Hydrologic Group Soli Group Alderwood (AgB, AgC, AgD) C Till Arents, Alderwood Material (AmB, AmC) C Till Arents, Everett Material (An) B Outwash 1 Beausite (BeC, BeD , Be F) C Till 2 Bellingham (Bh) D Till 3 Briscot (Br) D Till 3 Buckley (Bu) D Till 4 Earlmont (Ea) D Till 3 Edgewick (Ed) C Till 3 Everett (EvB, EvC, EvD , EwC) AlB Outwash 1 Indianola (InC, InA, InD) A Outwash 1 Kitsap (KpB, KpC, KpO) C Till Klaus (KsC) C Outwash 1 Neilton (NeC) A Outwash 1 Newberg (Ng) B Till 3 Nooksack (Nk) C Till 3 Norma (No) D Till 3 Orcas (Or) 0 Wetland Oridia (Os) D Till 3 Ovall (OvC, OvO, OvF) C Till 2 Pilchuck (Pc) C Till 3 Puget (Pu) D Till 3 Puyallup (Py) B Till 3 Ragnar(RaC,RaD ,RaC , RaE) B Outwash 1 Renton (Re) D Till 3 Salal (Sa) C Till 3 Sammamish (Sh) D Till 3 Seattle (Sk) D Wetland Shalcar (Sm) D Till 3 Si (Sn) C Till 3 Snohomish (So , Sri D Till 3 Sultan (Su) C Till 3 Tukwila (Tu) 0 Till 3 Woodinville (Wo) 0 Till 3 Notes : 1. Where outwash soils are saturated or underlain at shallow depth «5 feet) by glacial till , they should be treated as till soils . 2. These are bedrock soils, but calibration of HSPF by King County DNRP shows bedrock soils 10 have similar hydrologic response to till soils . 3. These are alluvial soils, some of which are undertain by glacial till or have a seasonally high water table . In the absence of detailed study, these soils should be treated as till salls . 4 . Buckley soils are formed on the low-permeability Osceola mudnow . Hyd ro logic response is assumed to be similar to that of till soils . 2009 Surface Water Design Manual 119/2009 3-25 ." "" . I',S~ ..-/ --'j I I'SH2nd,St Lake Waslrln!lton J -J r I ~ 3: "-if .,t.'" tq Reference 11-A I SE -6Oth -St~ ;;J I . r\ j IL.-•. _ ' J, b' '!!. (f) ~ ~ \ ~V! ~ ~ z -,) ~ '< & Flow Control Standards o Pea k Rate Flow Control Standard (Existing Site Conditions) D Flow Control Duration Sta nda rd (Existing Site Conditions) Flow Control Duration Standard (Forested Conditions) _ Flood Problem Flow [Z2j Un incorporated King County Flow Control Standards _ .. _" L.._J Renton City Limits ----, L .. _.J Potential Annexation Area I ~ -, , '. ~ ~ 4 • • ~ ~ N 8th St ~ " ~-SW-Q7th-St JI .0 ~ ~ .0-$ o ~ I .0 !-34th~t -> I .r ~@ <I: " Z .. 8' ~ ..., " a, -L~ I S! / I 8E 164IhSI SE188t1!St Panthe, .r L"ke ~ " fI III I 8 I I .r iii ,. lJ ~I " '" ,. I ., I ~, S£~St L,," • Youngs , Date : 01/09/2014 Flow Control Application Map N W*E 2 _-=:::::J_.::::::=-_____ Miles o 1 S .' . Appendix C Pond Sizing City of Renton Flow Control Map Rainfall Region & Regional Scale Factor (Figure 3.2.2.A) KCRTS Hydrologic Soils Group Table (Table 3.2.2.B) Mean Annual Storm Precipitation (Figure 6.4.I.A) KCRTS Input Vault Summary Peaks Analysis Durations Analysis • MeRl,.\NO s\-tOR\ ?lA-r t)OWN STR~AM 'O'RA\NA~6 MA? J Notes Merlino Short Pial Oown$Ueam DraInage o 340 WGS _1984_Web_Mercator_Au xiliary _Sphere cityof.R:elIt on 0 Finance & IT Division 680 Fee' Legend City and County Boundary ""'" -', City of RIntOn L., Parce ls Ca tchbasin o Inlet .~- Vtility V ault Unknown Structure Pump Station • Discharge Po ints Conveyance OpenDI1IWIs Pipe Private Catchbas ln I:l """' M_ Pipe Unknown M a inten.nC'e Private Facility Outl ine Information Technology _ GIS This ma p II a user generated static output f~ an In ternet mapping lite and is for reference only Data layers that appear on thIS map mayor may not be accurate, RentonMapSupport@Rentonwa .gov current, or otherw ise re Hable . 3/13/2014 THIS MAP IS NOT TO BE USEO FOR NAVIGATION ,--------~-------.. ----------------------" , .. Merlin.hort Plat Drainage .mplaints I li King County shington •• r,' --( ; Reference 11-8 Wellfield Capture Zones Cl One Year Capture Zone I::l Five Year Capture Zone CJ Ten Year Capture Zone Cedar Valley Sole Source Aquifer Project Review Area Streamflow Source Area Aquifer Protection Area Zones IS883 Zone 1 E223 Zone 1 Modified ~Zone2 Network Structure • Production Well • Springbrook Springs .--._- Cedar Valley Sole Source Aquifer L._J Renton City Limits C::] Potential Annexation Area ._. , J J " --n . ) I NEAth St r--------------------------------------------- D' , , I 1 ~ ~\ . \ eaJV aJ\~l~Suas '; UOlUatj JO Al~8 , > .. seaJV aJ\!l!SuaS uOlua~ JO Al!~ . . , .1 . ': • • ,'<)'-:; f <.'~"' .'-' ./ , ... t t ! . ,. '.- Se8JV 8A!l!SU8S UOlU8~ JO Al!8 .. _-_._---------_._- ,s I . seSJV SA~l!SUSS UOlUSCj JO Al!~ lS ----------~~~-------------- " .!~.~ = --:r So • 0' \ I I. ' Reference 11-C , i. A9C' -'~(., [::1 Renton City Limits SolllYpe 0 Bh ,0 KpC D PITS 0 Sk I::-':J Potential AnnexstionArell D'AgB 0 BrD KpoD Pc 0 Sm IZ2JGroundwaterproied!DnAreSBOUndiiry DAge CJ EvB 0 Ma 0 Pk ,0So Aquifer Protection Area Zone 1 ,0 AgO D EvCD Ng D Pu 0 Tu d Aquifer Protection Area Zone 1 Modified D AkF '0' EvD 0 Nk D Py 0 Ur DAmBOEwcDNo DRdc Ow DAmCOlnA OOr DRdE OWe DAn Dlnc Dos ORe o BeC D InD D OvC 1.'-~I Rh D BeD 0 KpB 0 OvO 0 Sh :1~£' '-. ' ........ '\. " \ . '"' .' "- .", " , . '-'" 'x . ~ " •... c~_.J 1'-"', • "",,ciiD \ ~~", .(fl \. \ ; l \' . \\' . \ . '(fl ':0. '~ tJ' \ \ .. .• SE>168th ,.--, --r "~9B II . ~ , .... " l ~-=...;.' '\ ". ·'·.·~e·; ., .. , _. '- • \ '~.r f. . -. .:.':.. -~ AmB "'A~ii " ·AmB' ~CL\! --I _ -.... 1 I / @~'-- I /,.(\.I b'~. ~~ , I~~ 'Sk' -"-~ . f t' I .'--__ t..l..,,~ ';"-"~A,-_of:. " .c .. \ :.,.,J,::t .............. .-.<,0 .~ .) U ,~ .! . ' Sl!wn "I!O ;:::=:::;- zauoz L I p9!1!POW ~ auoz ~ ~auozl I apoO ledp!unw ullluall 9001: 'l1; Nanuer !l!satJsIA '0 'aluOOBW 11 "'!l0M O!lqndJllulPlln8}6uluueld Sa:l!IU8$ 1e:l!Ulp91 S3NOZ NOI1~310~d ~3:1lnO\f NOl.!)NIHSV M. "'\ Appendix B Resource Review & Off-site Analysis Documentation FEMA Map (53033C0977F) City of Renton Aquifer Protection Zones City of Renton Groundwater Protection Areas City of Renton Sensitive Area Maps City of Renton Soil Survey Drainage Complaints Exhibit Downstream Drainage Map 'l11 King County • • '-. Parcel number 2023059086 Address 700 BENSON RD S Jurisdiction Renton Zipcode 98057 NW-20-23-! Kroll Map page 337 _L_.' __ itu~e ______ C4~7~,4~7~2~'.~ ________________________________ __ Thomas Guide pa~e ••• longitude _,,,'2::2,,,2:::0:.:3,,2::2_, _______________________ _ EJ Electoral Districts Oistrlct Court electoral district So~_t.,h~!'~_t___ ______ Tribal Lands? _______ N,~.,--________________ _ designations HA, check with Jurisdiction _ Newcastle and Green River Yall.~ Coal mine hazards? Yes Erosion hazards? V •• -.----------,-.,,-,.,.-.. ~-,--------,---"----'----.---- does not apR!L No .land~~_~9.! ha~!ds? __ -" NO~.!..!'l!lP..P..!,d____ .. ~.9_~~Y.2.!rJlood plain? __ .. _. _____ .,~~p._p.~ Seismic hazards? None ma~~~ __ .___________ .Wetlands at this parcel? No_n. "::lapped 4:29:50 PM w ::> i:J " ZONE X w ::> z ~ x 508 ~----------- APPROXIMATE SCALE IN FEET o 500 NATIONAl R.OOO INSUWCE PROGRAM FLOOD INSURANCE RATE t.lAP AREAS !AA'SEJI ~ S;S:g '100(;" ";11111' ~ <G" MAP NUMBER 53033CD971 F MAP REVISED: MAY 16.1995 • • ( / / ' ~ I Program 1I00d maps (;heck the FEMA Flood Map Store at .:..w.,.;.~sc,tema-.go¥l • . I •• r ti King County • • Districts and 0007200194 Parcel number 0007200194 Address Not Available 0·1. • I ' U 'j '" , ~ • 1, I I I [ • t, Jurisdiction Renton snd • rl,' , "1 III 1 Zipcode 98057 PlSS NW-20-23-5 Kroll Map pa~e 337 Latitude 47.47216 Thomas Guide page 6.6 Longitude ·122.20223 13 Electoral Districts )Ie RNT 11-1015 _______________ 'c_,_,, __ c_'-' ______ ,, ___ =" ______ _ Sewer district Congressional district 9 Waler & Sewer district ,.,. "~.?_!!_,~~~~_~I!.!Y_,~_. ___ , __ .. Par_~~_~_~_~,?!,~~~t~~~ ~I~trict" d~~ .. ~_ot apply -~~~~~i;~~f.~~j~i~-:-~::=::::-=j6j-==------------- ~_e~~~.I~ school bO"~!.~'M~i~.t!!~t. , ~~,~~,.~~~,,~~p,ly,.!~,~,~, I,~. S_eattJe) District Court electoral district: Southeast ,,~.'?_sl':~~':!I_~,i~,~~i9,!. ' R~rallibrary 9_i,s~r~~~ Tribal Lands? , _ ,~':l~,I.I~ ,~,~~J:I,I,~,! ,_~,~!~,r.I_~!,,~,C):, ,! ~~"~_~,~,~!~~.,~,'?~~~".~,I.~,r.~ry.,~Y-!~~~,. __ .w No : :;:;"""i!!ii!i!i!i!i:::::!:IIII11I11I11Il'di .. ii:·~n~o~'~·lPlp,~y:=:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: Nona + No does not apply'-_____ does not apply ___ ~:~~'!?t apY-!!_________ ; __ :8 not apP.!L Newcast_o'e'-____ Forest Production district? No ~gricultural Production district? No This report was Contact PM Appendix A Parcel & Basin Information King County Parcel Report (2225069082) King County Parcel Report (2225069083) • • ;. . : 10 OPERATIONS AND MAINTENANCE The operations and maintenance information will be provided at Final Engineering. \ Core Design, Inc. MERLINO SHORT PLAT Page 27 • • 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 9.1 Bond Quantities A Site Improvement Bond Quantity Worksheet will be included prior to approval of the final engineering plans. 9.2 Facility Summaries Not applicable. 9.3 Declaration of Covenant Not applicable. Core Design, Inc. MERLINO SHORT PLAT Page 25 • • 8 ESC ANALYSIS AND DESIGN This section will be completed during Final Engineering. Core Design. Inc. MERLINO SHORT PLAT Page 23 ·' 7 OTHER PERMITS :;. NPDES Pennit :;. Building Pennits :;. ROW Use Pennit Core Design, Inc. • MERLINO SHORT PLAT Page 21 ~----------------------------------------------- • • 6 SPECIAL REPORTS AND STUDIES The geotechnical report for this project completed by Icicle Creek Engineers, Inc. is provided under a separate cover. Core Design, Inc. MERLINO SHORT PLAT Page 19 " • • 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The on site conveyance system will be analyzed using the King County Back Water (KCBW) program per the requirements described in Chapter 4 of the 2009 KCSWDM during Final Engineering. Core Design, Inc. MERLlNO SHORT PLAT Page 17 .- • • Step 2: Detennine rainfall (R) for the mean annual stonn Figure 6.4.I.A (page 6-71 in the 2009 KCSWDM, included below and in Appendix C) is used to detennine the rainfall, in inches, for the mean annual stonn. The rainfall is then converted into feet for use in Equation 6-13 (shown below). The mean annual stonn rainfall for this project site is 0.47" as noted on the project-specific Figure 6.4.I.A included in Appendix C. Step 3: Calculate runoff from the mean annual stonn (V,) for the developed site The land cover types and associated areas for each in the developed project site are used to calculate the amount of rainfall, in cubic feet, that runs off each land cover type. Coefficients specific to the four U.S. Department of Agriculture soil survey cover categories are weighted by the drainage areas and then multiplied by the rainfall, R; from Step 2. Equation 6-13 v,. = (0.9A; + 0.25A'g + O.lOA,t + O.OlAo)x(R) where V, = calculated volume of runoff from mean annual stonn Ai = area of impervious surface (43,795 sf) A,. = area of till soil covered with grass (25,837 sf) A,r= area of till soil covered with forest (0 sf) Ao = area of outwash soil covered with grass or forest (0 sf) R = rainfall from mean annual stonn (0.039 ft) Using Equation 6-13 above and the land cover areas in the developed basin calculations, the volume of runoff from the mean annual stonn is 1,797 cubic feet. Step 4: Calculate wetpool volume (Vb) The numbers / results from the previous steps are used in Equation 6-14 (shown below) to calculate the required wetpool volume. Equation 6-14 Vb = tv,. where Vb = calculated required minimum wetpool volume f= volume factor from Step I (3.0) V, = volume of runoff from mean annual stonn (1,797 cf) Using Equation 6-14 above and the results from the previous steps, the required minimum wetpool volume, V. is 5,390 cubic/eel. The proposed wetpool yields a volume of 5,440 cubic feet. Core Design, I,nc, MERLINO SHORT PLAT Page 16 • • The combined outflow ITom the detention vault control structure and developed condition bypass area releases 0.04 cfs for the 2-year event and 0.09 cfs for the 10-year event. These release rates are below the pre-developed peak flows of 0.06 cfs and 0.11 cfs for the 2-year and 10-year rates, respectively. Therefore, the proposed facility meets the peak release rate requirements. The flow duration comparison analysis results for the provided detention vault are shown below. There is less than 10% excursion between the 2-year and 50-year release rate and the curve is entirely under the target curve for the required range of 50% 2-year to 2-year. Therefore, the proposed detention facility meets the flow duration requirement. Duration Comparison Anaylsis Base File: 04139m_pre.tsf New File: dsout. tsf Cutoff Units: Discharge in CFS -----Fraction of Time--------------Check of Tolerance------- Cutoff Base New %Change Probability Base 0.031 0.70E-02 0.6SE-02 -7.2 I 0.70E-02 0.031 0.038 0.S2E-02 0.49E-02 -5.4 I 0.S2E-02 0.038 0.045 0.39E-02 0.36E-02 -5.9 I 0.39E-02 0.045 0.051 0.29E-02 0.28E-02 -1.7 I 0.29E-02 O.OSl 0.OS8 0.19E-02 0.17E-02 -10.9 I 0.19E-02 0.058 0.064 0.14E-02 o .llE-02 -25.0 I 0.14E-02 0.064 0.071 o .10E-02. 0.91E-03 -11.1 I 0.10E-02 0.071 0.077 0.8SE-03 0.67E-03 -21.2 I 0.8SE-03 0.077 0.084 0.S7E-03 0.38E-03 -34.3 I 0.57E-03 0.084 0.090 0.44E-03 0.23E-03 -48.1 I 0.44E-03 0.090 0.097 0.20E-03 o .13E-03 -33.3 I 0.20E-03 0.097 0.103 o . 11E-03 O.OOE+OO· -100.0 I o . 11E-03 0.103 0.110 0.49E-04 O.OOE+OO -100.0 I 0.49E-04 0.110 0.116 0.16E-04 O.OOE+OO -100.0 I 0.16E-04 0.116 Maximum positive excursion ~ 0.001 cfs 1.3%) occurring at 0.OS2 cfs on the Base Data:04139m_pre.tsf and at 0.OS3 cfs on the New Data:dsout.tsf Maximum negative excursion ~ 0.014 cfs (-12.0%) occurring at 0.116 cfs on the Base Data:04139m_pre.tsf and at 0.102 cfs on the New Data:dsout.tsf 4.5 Water Quality Calculations Basic Wetvault New %Change 0.029 -8.7 0.037 -3.8 0.043 -2.8 0.050 -1. 2 0.057 -1.2 0.060 -7.0 0.066 -S.9 0.074 -4.6 0.079 -5.4 0.082 -9.1 0.094 -3.2 0.098 -4.7 0.102 -7.4 0.103 -11. 9 A Basic Wetvault includes a permanent wetpool that allows for the removal of80% of Total Suspended Solids. Section 6.4.1.1 outlines a 4-step process to calculate the required wetpool volume. Step I: Identify required wetpool volume factor CD A basic wetpond requires a volume factor of 3.0. Core Design, Inc, MERLINO SHORT PLAT Page 15 ,- '- • • Detention Pond Modeling The proposed detention vault will be located at the south end of Cedar A venue S with 8.3 feet of live storage. KCRTS Vault Calculation Type of Facility: Facili ty Length: Facility Width: Facility Area: Effective Storage Depth: Stage 0 Elevation: Storage Volume: Riser Head: Riser Diameter: Number of orifices: Orifice # Height (ft) 1 0.00 2 4.70 3 6.50 Detention Vault 56.00 ft 40.00 ft 2240. sq. ft 8.20 ft 216.00 ft 18368. cu. ft 8.20 ft 12.00 inches 3 Diameter (in) 0.63 1.00 0.75 Full Head Discharge (CFS) 0.030 0.049 0.019 Top Notch Weir: None Outflow Rating Curve: None Pipe Diameter (in) 4.0 4.0 The proposed detention vault includes a two orifice control structure. The first ori'fice is 5/8 inches in diameter and is at the bottom of the riser. The second orifice is 4.7 feet above the live/dead interface elevation and is 1 inch in diameter and the third orifice is Y. inches in diameter and 6.5 feet above the live/dead interface. The proposed vault will require a storage volume of 18,593 cubic feet with 8.3 feet of live storage. Hyd Inflow Outflow . Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 0.60 0.41 8.30 224.30 18593. 0.427 2 0.30 0.10 8.06 224.06 18052. 0.414 3 0.30 0.08 7.14 223.14 15990. 0.367 4 0.36 0.07 6.77 222.77 15163. 0.348 5 0.32 0.06 5.94 221. 94 13310. 0.306 6 0.19 0.03 4.86 220.86 10888. 0.250 7 0.24 0.02 4.47 220.47 10018. 0.230 8 0.26 0.02 3.24 219.24 7258. 0.167 Hyd R!D Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Calc 1 0.41 0.01 ******** ******* 0.42 2 0.10 0.01 ******** ******* 0.10 3 0.08 0.01 ******** 0.11 0.09 4 0.07 0.01 ******** ******* 0.08 5 0.06 0.01 ******** ******* 0.06 6 0.03 0.00 ******** 0.06 0.04 7 0.02 0.00 ******** ******* 0.02 8 0.02 0.00 ******** ******* 0.02 Core Design, Inc. MERLINO SHORT PLAT Page 14 ~-----------------------------------------------------• • Bypass Area Due to topographic constraints, a small portion of the area on top of the vault will not discharge to the vault and will therefore be modeled as onsite bypass area. Thus, the detention vault will over-detain the remainder of the project to compensate for the unmitigated flows and the point of compliance will be evaluated at the point downstream of the pond at which the mitigated and unmitigated flows combine. Table 4-4 below summarizes the bypass area. Table 4-4 BypassArea . " ;,'.;. GROUND'COVER': .. , .• ' '" ",,'«I ., ' .,'" "" ." AREA(SF}. "'AREA (AC) Till-Grass 1,247 0.03 Impervious 639 0.01 TOTAL 1,886 0.04 Therefore, there is 0.05 acres of Till Grass bypass area. The associated unmitigated peak flows as determined with KCRTS I-hour time intervals is shown below. Flow Frequency Analysis Time Series File:04139m_bypass.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak - -Peaks Rank Return Prob (CFS) (CFS) Period 0.005 4 2/09/01 2:00 0.011 1 100.00 0.990 0.004 7 1/05/02 16:00 0.006 2 25.00 0.960 0.006 2 2/27/03 7:00 0.005 3 10.00 0.900 0.003 8 8/26/04 2:00 0.005 4 5.00 0.800 0.004 6 10/28/04 16:00 0.005 5 3.00 0.667 0.005 3 1/18/06 16:00 0.004 6 2.00 0.500 0.005 5 11/24/06 3:00 0.004 7 '1. 30 0.231 0.011 1 1/09/08 6:00 0.003 8 1.10 0.091 Computed Peaks 0.009 50.00 0.980 Core Design, Inc. MERLINO SHORT PLAT Page 13 :. • • Flow Control BMPs/lndividual Lot BMPs This project will not be served by an infiltration facility and therefore must apply flow control BMPs to supplement the flow mitigation provided by the detention vault. This project has lots less than 22,000 square feet so it is subject to the small lot BMP requirements. Full dispersion and full infiltration of the roof runoff is not feasible, so one or more of the following BMPs must be applied to an impervious area equal to at least 10% of the lot for lots up to 11,000 square feet and 20% of the lot for lots between 11,000 and 22,000 square feet. • Limited Infiltration • Basic Dispersion • Rain Garden • Permeable Pavement • Rainwater Harvesting Ve etated Roof Reduced Impervious Surface Credit • Native Growth Retention Credit This project will be implementing the reduced impervious surface credit to meet the requirements for individual lot BMPs. It is anticipated that less than 4,000 square feet of impervious area will be constructed on each lot. The actual amount of impervious area per lot will be determined during Final Engineering. Table 4-3 below summarizes the breakdown of the onsite areas. Notes: 1. Impervious Area = 4,000 sfor 75% of the Total Area. whichever is less 2. Effective Impervious Area = Impervious Area -Individual Lot BMP 3. Pervious Grass Area = Total Area -Impervious Area 4. Individual Lot BMP Area = 10% of Total Area (This area would not drain to the vault.) Therefore, there is a total of 1.60 acres draining to the vault consisting of 1.0 I acres of impervious area and 0.59 acres of till-grass. As a conserVative measure for preliminary sizing, the total impervious area was used in sizing the vault instead of the effective impervious area. Core Design, Inc. MERLINO SHORT PLAT Page 12 • • 4.3 Performance Standards All stonnwater facilities will be designed in accordance with the 2009 KCSWDM with the COR Amendments, with Flow Control Duration Standard Matching Forested Site Conditions. The proposed . water quality treatment system will meet requirements from the Basic Water Quality Protection Menu. Flow Control: Duration Standard Matching Forested Site Conditions The Flow Control Duration Standard Matching Forested Site Conditions requires maintaining the durations of developed flows at their pre-development levels for all flows greater than one-half of the 2- year peak flow through the 50-year peak flow. The pre-development peak flow rates for the 2-year and 10-year runoff events must also be maintained under this requirement. Conveyance Capacity The proposed conveyance system will be designed with sufficient capacity to convey and contain the 25- year peak flow as detennined by the Rational Method. It will also be verified that the 100-year peak flow will not create or aggravate a severe flooding or erosion problem per Section 1.2.2. Water Quality: Basic Water Quality Menu The Basic Water Quality Menu includes one pollutant removal targets: • Total Suspended Solids = 80% reduction The Basic Water Quality Menu, described in detail in Section 6.1.1 of the 2009 KCSWDM (page 6-4), provides eight options to meet the pollutant removal targets listed above. • Option I: Biofiltration Swale • Option 2: Filter Strip • Option 3: Wetpond .1. Option 4: Wetvault • Option 5: Stonnwater Wetland • Option 6: Combined Detention and Wetpool Facilities • Option 7: Sand Filter • Option 8: Stonnfilter The project proposes to apply Option 4, a Wetvault. More detailed discussion and preliminary sizing calculations of the flow control and water quality treatment facility proposed for this project follows later in this section. 4.4 Flow Control System Calculation of Lot Impervious Area The impervious area per lot applied to the developed basin time series tile was detennined using the criteria in the 2009 KCSWDM page 3-27 and page 3-2 of the COR Amendments. The proposed development is urban residential. The site zoned R-S. The minimum impervious area per lot per the 2009 KCSWDM (page 3-27) would either be 4,000 square feet or the maximum impervious area as stated in Section 3.2.2.1 of the COR SWDMA, whichever is less. The maximum impervious surface allowed in the R-8, zone in the City of Renton, is 75%. Core Design. Inc. MERLINO SHORT PLAT Page 11 '~,., ,::,\1'\, " Ii ';, , 1 i i i ; ( L -I L I -I- I -~- I -i,"f;C:" I I "':,', "',, ' • '_i'l "I': ',':.' ,>:.;; -1- / / --,-- I I -/---- / -1--- :'~ ,C "I ' .1 .'''-( -, -,,, v :, :ii"< <:: \ j,j" .'~-".', ,:, ',.,.' .... . "', ' .. ~ iI , " , , I , , .eo;:, _'._ '-<0>0 ~.- I I I .., .. - vIOl 11~dV' ... 0 ': " ",':,",' " " ---~ /~--- (<>6.tnnn .... il'L''ftTl_ toOU ............... __ ,q, __ 'o06e;JNllt_1 i i • • " , . ,. SNOI.LIaNO:J aElJ07ElAElamIJ [-/7 mIflDId .L V7J .LNOHS ONI7NElW ,.,.0>0 -_."'- I I I ~ ..... viOl 112!ld'V' ".0 ·Ol NOIlJ]~ lS:w, ]Hl 01 aN NOIIJ]S lSl'.IHl~a • • 4.2 Developed Site Hydrology The site was mass graded as part of the \-405 project, so there will be no clearing and minimal grading to construct seven single-family lots, stormwater vault and associated utilities. All of the lots will drain to Cedar Avenue S. Half street frontage improvements on Cedar Avenue S will be completed to provide 13.5 feet of pavement from the right of way centerline, curb and gutter, an 8-foot planter and a 5-foot sidewalk. The developed condition areas are summarized in Table 4-2 and Figure 4-2 Developed Conditions Map. ',I 11'-' '! <"';h":"",i"'~ '-'," 'Table 4'-2' Developed 'Condition' Areas" ,H ";,:',, "GROUND COVER",' ,,,', «,1-"j_ ,'." ' ..... \ ,. ~ AREA (acres) Till-Grass 0,62 Impervious 1.02 TOTAL 1.64 The undetained peak flow rates for the developed conditions as determined by KCRTS (one hour time steps) are shown below. Flow Frequency Analysis Time Series File:04139m dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0.298 6 2/09/01 2:00 0.243 ' 8 1/05/02 16:00 0.358 3 2/27/03 7:00 0.263 7 8/26/04 2:00 0.316 4 10/28/04 16:00 0.316 5 1/18/06 16:00 0.382 2 10/26/06 0:00 0.602 1 1/09/08 6:00 Computed Peaks -----Flow Frequency Analysis------- --Peaks Rank Return Prob (CFS) Period 0.602 1 100.00 0.382 2 25.00 0.358 3 10.00 0.316 4 5.00 0.316 5 3.00 0.298 6 2.00 0.263 7, 1.30 0.243 8 1.10 0.529 50.00 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 Core Design, Inc. MERLINO SHORT PLAT Page 8 :: • :('. • • • 4 FLOW CONTROL AND WATER QUALITY DESIGN 4.1 Existing Site Hydrology The project site is approximately 1.50 acres in size and is currently covered in grass. Cedar Avenue S drains south at approximately 2.5% though an existing storm drain system and outlets to a Class 5 stream south of the proposed project. The 2:1 slope constructed in 2010 as part of the construction of the WSDOT 1-405, 1-5 to SR 169 Stage 2 Corridor Widening Project drains west to a ditch flowing south on the west boundary of the site. The flatter portion of the site drains south to an existing onsite ditch north of the WSDOT access road where it has its confluence with the ditch on the west boundary. See Table 4- I below and Figure 4-1: Existing Conditions. A site Soils Map is included in Appendix B and the KCRTS Hydrologic Soils Group table (Table 3.2.2.B) is included in Appendix C. There are approximately 0.14 acres of existing impervious area from Cedar Avenue S which will enter the proposed drainage system due to the frontage improvements. This area has been modeled as impervious in the pre-developed conditions. Historic site conditions are assumed for all existing onsile area of 1.50 acres per Section 1.2.3.1 of the 2009 KCSWDM (page 1-43) and are modeled as Till Forest. Table 4-1 Existing Conditions Areas , GROUND COVER AREA (acres) Till-Forest 1.50 Impervious 0.14 TOTAL 1.64 The peak flow rates for the pre-developed conditions as determined by KCRTS (one hour time steps) are shown below. A regional scale factor of ST 1.0 was used as determined by Figure 3.2.2.A in Appendix C. Flow Frequency Analysis . Time Series Fi1e:04139m_pre.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0.116 2 2/09/01 15:00 0.054 7 1/05/02 16:00 0.105 3 2/28/03 3:00 0.035 8 8/26/04 2:00 0.063 6 1/05/05 8:00 0.103 4 1/18/06 16:00 0.094 5 11/24/06 4:00 0.175 1 1/09/08 9:00 Computed Peaks -----Flow Frequency Analysis------- --Peaks Rank Return Prob (CFS) Period 0.175 1 100.00 0.990 0.116 2 25.00 0.960 0.105 3 10.00 0.900 0.103 4 5.00 0.800 0.094 5 3.00 0.667 0.063 6 2.00 0.500 0.054 7 1. 30 0.231 0.035 8 1.10 0.091 0.156 50.00 0.980 Core Design, Inc. MERLINO SHORT PLAT Page 7 • Level 1 Downstream Analysis Field Investigation • A field investigations was conducted on March 7, 2014. The weather was sunny, clear and approximately 60 degrees. Cedar A venue S drains south though an existing storm drain system and outlets to a Class 5 stream south of the proposed project. The 2:1 slope constructed in 2010 as part of the construction of the WSDOT 1- 405, [-5 to SR 169 Stage 2 Corridor Widening Project drains west to a ditch at the bottom of the slope. The flatter portion of the site drains south to an existing onsite ditch north of the WSDOT access road where it has its confluence with the ditch at the bottom of the 2:1 slope. The two ditches drain to a 54-inch catch basin with a birdcage into a piped system continuing west for 250 feet down the side slope on the east side ofl-405 to a drainage structure in the shoulder. Drainage continues north for approximately 2,800 feet through a series of catch basins and pipes in [-405 to a WSDOT detention pond located west of [-405 and east of S 3,d Street. 3.4 Mitigation of Existing and Potential Problems Downstream Drainage Problems Requiring Special Attention Type I -Conveyance System Nuisance Problems There are no known, reported or observed current downstream conveyance nuisance problems. Type 2 -Severe Erosion Problems There are no known, reported or observed current downstream severe erosion problems Type 3-Severe Flooding Problems There are no known, reported or observed current downstream severe flooding problems. Department of Ecology 303d Listings Type I -Bacteria Problems There are no known or reported bacteria problems. Type 2 -Dissolved Oxygen (DO) Problems There are no known or reported dissolved oxygen problems. Type 3 -Temperature Problems There are no known or reported temperature problems. Type 4 -Metals Problems There are no known or reported downstream metals problems. Type 5 -Phosphorous Problems There are no known or reported downstream phosphorous problems. Type 6 -Turbidity Problems There are no known or reported downstream turbidity problems. Type 7 -High pH Problems There are no known or reported high pH problems. Drainage Adjustments There is no drainage adjustment proposed for this project. Core Design, Inc. MERLlNO SHORT PLAT Page 6 • • • • 3 OFFSITE ANALYSIS 3.1 Study Area Definition and Maps . The proposed project contains parcel numbers 0007200194 and 2023059085 totaling 3.69 acres. A map of the downstream can be found in Appendix B Downstream Drainage Map. 3.2 Resource Review Basin Reconnaissance Summary Reports No Basin Reconnaissance Summary Reports are available for the area that is within one mile of this project site. FEMA Maps A FEMA map dated May 16, 1995 number 53033C0977F was reviewed. The site is not located within a floodplain as it is covered by "Zone X -Outside of 500-year floodplain. The FEMA Map is included in Appendix B. Sensitive Areas Folio The City of Renton Sensitive Area Maps are included in Appendix B. Below is a summary of the project site regarding Coal Mine Hazards, Erosion Hazards, Steep Slopes and Landslides: • Coal Mine Hazard - A small area on the north east portion of the site located with a high coal mine hazard area. About a quarter of the site on the east is also located in a low coal mine hazard area. • Erosion Hazard -High • Steep Slopes -Due to the 2:1 slopes a majority of the site is located within the 40% to 90% slope range with the remainder of the site no steeper than 10%. • Landslide Hazard -Moderate City of Renton Soil Survey The City of Renton Soil Survey Reference ll-C shows the site as having BeD or Beausite (Till) soils. The Soils Map exhibit is included in Appendix B. Downstream Drainage Complaints Drainage complaints were researched within the study area. King County lists only one complaint (for dumping) downstream of the site which is over a quarter of a mile away and was closed in 1995, therefore there are no current documented downstream problems associated with this project site. See the Drainage Complaint Exhibit Appendix B. 3.3 Field Investigation Upstream Tributary Area There is no upstream tributary area for this project. Core Design, Inc. MERLINO SHORT PLAT Page 5 • • 2.2 Special Requirement #1: Other Adopted Area-Specific Requirements 2.2.1 Critical Drainage Areas This project is not in an aquifer protection zone or groundwater protection area. 2.2.2 Master Drainage Plan Not applicable. 2.2.3 Basin Plans Not applicable. 2.2.4 Salmon Conservation Plans (SCPs) Not applicable. 2.2.5 Stormwater Compliance Plans (SWCPs) Not applicable. 2.2.6 Lake Management Plans (LMPs) Not applicable. 2.2.7 Flood Hazard Reduction Plan Updates (FHRPs) This project is not within a floodplain (see FEMA map included in Appendix B) and is not within an area with an applicable Flood Hazard Reduction Plan. Therefore, additional requirements from a Flood Hazard Reduction Plan do not apply. 2.2.8 Shared Facility Drainage Plans (SFDPs) Not applicable .. 2.3 Special Requirement #2: Floodplain I Floodway Delineation This project is not located within the 100-year floodplain (see FEMA Map included in Appendix B). 2.4 Special Requirement #3: Flood Protection Facilities As this project is not located within a 1 OO-year floodplain there are no levees, revetments or berms within the project. 2.5 Special Requirement #4: Source Controls These requirements are not applicable as the project is not a commercial, industrial or multi- family development. 2.6 Special Requirement #5: Oil Control This requirement does not apply because the project is not a commercial or industrial development nor is it expected to have more than 15,000 vehicles per day. Core Design, Inc. MERLINO SHORT PLAT Page 4 • ,- • • • 2 CONDITIONS AND REQUIREMENTS SUMMARY The proposed project is classified as requiring "Full Drainage Review" per the COR Amendments. Therefore, all eight core requirements and five special requirements will be addressed per Section 1.1 of the 2009 KCSWDM). 2.1 Core Requirements 2.1.1 Core Requirement #1: Discharge at the Natural Location The combined detention and water quality vault will discharge at the natural discharge location to the ditch north of the WSDOT access road and the ditch at the bottom of the 2: I slope on the west side of the project. 2.1.2 Core Requirement #2: Offsite Analysis This core requirement is addressed in Section 3 ofthis report. 2.1.3 Core Requirement #3: Flow Control The detention vault has been designed to a flow control duration standard matching forested site conditions per page 1-35 of the COR Amendments. This requires that the developed condition discharge durations match the existing condition durations from 50% of the 2-year to the 50-year storm events and that the developed 2-year and I O-year peak discharge rates do not exceed the existing 2-year and I O-year peak discharge rates, respectively. 2.1.4 Core Requirement #4: Conveyance System A backwater imalysis using King County Backwater (KCBW) will be performed during final engineering and will show that the proposed conveyance system provides sufficient capacity for the 25-year storm as calculated by the Rational Method. 2.1.5 Core Requirements #5: Erosion and Sediment Control Erosion and sediment control will be provided through catch basin protection, silt fencing and mulching. The permanent detention/water quality vault will also be utilized as a temporary sediment pond during construction. 2.1.6 Core Requirement #6: Maintenance and Operations The homeowners association will be responsible for the maintenance and operations of the stormwater vault. 2.1.7 Core Requirement #7: Financial Guarantees and Liability A bond quantities worksheet will be provided in Section 9 of this Report during Final Engineering. 2.1.8 Core Requirement #8: Water Quality Basic water quality treatment will be provided by dead storage in the vault. Core Design, Inc. MERLINO SHORT PLAT Page 3 • • \ Figure 1-1: Vicinity Map Core Design, Inc. MERLINO SHORT PLAT Page 2 . '. • • 1 PROJECT OVERVIEW The project site is located at Cedar Avenue Sand SE 7th Street in the City of Renton, King County. Specifically the project is in the northwest quarter of Section 20, Township 23 North, Range 5 East, W.M. The site is bordered by the Cedar Crest Condominiums to the north, single- family residential homes on the east, the Puget Sound Energy transmission line to the south and 1- 405 to the west. The King County tax parcellD numbers for the two parcels involved in the project are shown in Table I below (refer to the King County Parcel Reports included in Appendix A). . Table 1: Parcel Information KC Parcel # Parcel Area (SF) 0007200194 38,569 2023059085 122,374 The project site is approximately 1.50 acres in size and is currently covered in grass. Cedar Avenue S drains south though an existing storm drain system and outlets to a Class 5 stream south of the proposed project. The 2:1 slope constructed in 2010 as part of the construction of the WSDOT 1-405, 1-5 to SR 169 Stage 2 Corridor Widening Project drains west to a ditch flowing south on the west boundary of the site. The flatter portion of the site drains south to an existing onsite ditch north of the WSDOT access road where it has its confluence with the ditch on the west boundary. The site does not receive any upstream flow. The site was mass graded as part of the 1-405 project, so there will be no clearing and minimal grading to construci seven single-family lots, the stormwater vault and the associated utilities. Half-street frontage improvements on Cedar Avenue S wilJ be completed to provide 13.5 feet of pavement from the right of way centerline, curb and gutter an 8-foot planter and a 5-foot sidewalk. See Figure /-1: Vicinity Map, provided below. The project will be designed using the guidelines and requirements established in the 2009 King County Surface Water Design Manual (2009 KCSWDM) and City of Renton Amendments to the King County Surface Water Manual (COR Amendments) The project is required to apply a Flow Duration Standard to Forested Conditions and Basic Water Quality. The drainage analysis for detention sizing was modeled using the King County Runoff Time Series (KCRTS) software. The water quality facility sizing calculations are based on methods described in Chapter 6 of the 2009 KCSWDM. The conveyance calculations wilJ be completed using the Rational Method and the King County Backwater program. One combined detention and water quality treatment vault wilJ be located at the south end of Cedar Avenue S in the cul-de-sac. The treated and detained flows will then be discharged west into the existing ditch north of the WSDOT access road where it will combine with a ditch flowing south at the bottom of the 2: I slope. Core Design, Inc. MERLINO SHORT PLAT Page 1 \ \~ - • • Merlino Short Plat Table of Contents • I PROJECT OVERVIEW ................................................................................................................ 1 Figure I-I: Vicinity Map ........................................................................................................ 2 2 CONDITIONS AND REQUIREMENTS SUMMARy ................................................................ 3 2.1 Core Requirements ................................................................................................................ 3 2.1.1 Core Requirement #1: Discharge at the Natural Location ............................................ 3 2.1.2 Core Requirement #2: Offsite Analysis ......................................................................... 3 2.1.3 Core Requirement #3: Flow Control ..................................................................... ~ ....... 3 2.1.4 Core Requirement #4: Conveyance System .................................................................. 3 2.1.5 Core Requirements #5: Erosion and Sediment Control ................................................. 3 2.1.6 Core Requirement #6: Maintenance and Operations ..................................................... 3 2.1.7 Core Requirement #7: Financial Guarantees and Liability ............................................ 3 2.1.8 Core Requirement #8: Water Quality ............................................................................ 3 2.2 Special Requirement #1: Other Adopted Area-Specific Requirements ................................ 4 2.2.1 Critical Drainage Areas ................................................................................................. 4 2.2.2 Master Drainage Plan .................................................................................................... 4 2.2.3 Basin Plans ..................................................................................................................... 4 2.2.4 Salmon Conservation Plans (SCPs) ............................................................................... 4 2.2.5 Stormwater Compliance Plans (SWCPs) ....................................................................... 4 2.2.6 Lake Management Plans (LMPs) .................................................................................. 4 2.2.7 Flood Hazard Reduction Plan Updates (FHRPs) ........................................................... 4 2.2.8 Shared Facility Drainage Plans (SFDPs) ....................................................................... 4 2.3 Special Requirement #2: Floodplain / Floodway Delineation .............................................. 4 2.4 Special Requirement #3: Flood Protection Facilities ............................................................ 4 2.5 Special Requirement #4: Source Controls ............................................................................ 4 2.6 Special Requirement #5: Oil Control. ................................................................................... 4 3 OFFSITE ANALYSIS .................................................................................................................. 5 3.1 Study Area Definition and Maps.: ......................................................................................... 5 3.2 Resource Review ................................................................................................................... 5 Basin Reconnaissance Summary Reports ............................................................................... 5 FEMA Maps ........ ; .................................................................................................................. 5 Sensitive Areas Folio .............................................................................................................. 5 City of Renton Soil Survey ..................................................................................................... 5 Downstream Drainage Complaints ......................................................................................... 5 Core Design, Inc. MERLINO SHORT PLAT ---" • • -~- 3.3 Field Investigation ................................................................................................................. 5 Upstream Tributary Area ........................................................................................................ 5 Level I Downstream Analysis .......................... , ..................................................................... 6 Field Investigation .............................................................................................................. 6 3.4 Mitigation of Existing and Potential Problems ..................................................................... 6 Downstream Drainage Problems Requiring Special Attention .............................................. 6 Department of Ecology 303d Listings .................................................................................... 6 Drainage Adjustments ............................................................................................................ 6 4 FLOW CONTROL AND WATER QUALITY DESIGN ............................................................. 7 4.1 Existing Site Hydrology ........................................................................................................ 7 4.2 Developed Site Hydrology .................................................................................................... 8 Figure 4-1: Existing Conditions Basin Exhibit. ..................................................................... 9 Figure 4-2: Developed Conditions Exhibit... ....................................................................... 10 4.3 Performance Standards ........................................................................................................ 11 Flow Control: Duration Standard Matching Forested Site Conditions ................................ 11 Conveyance Capacity ............................................. : ............................................................. 11 Water Quality: Basic Water Quality Menu .......................................................................... 11 4.4 Flow Control System ......................................................................................................... 11 Calculation of Lot Impervious Area ..................................................................................... 11 Flow Control BMPs/lndividual Lot BMPs ........................................................................... 12 Bypass Area .......................................................................................................................... 13 Detention Pond Modeling ..................................................................................................... 14 KCRTS Vault Calculation ................................................................................................ 14 4.5 Water Quality Calculations ................................................................................................. 15 Basic Wetvault ...................................................................................................................... 15 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN ........................................................... 17 6 SPECIAL REPORTS AND STUDIES ....................................................................................... 19 7 OTHER PERMITS ...................................................................................................................... 21 8 ESC ANALYSIS AND DESIGN ................................................................................................ 23 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT .................................................................................................................................. 25 9.1 Bond Quantities ................................................................................................................... 25 9.2 Facility Summaries ............................................................................................................. 25 9.3 Declaration of Covenant ...................................................................................................... 25 I 0 OPERATIONS AND MAINTENANCE .................................................................................. 27 Core Design, Inc. MERLINO SHORT PLAT ii ., J "' "' • Appendix A -Parcel & Basin Information King County Parcel Report (2225069082) King County Parcel Report (2225069083) • Appendix B -Resource Review & Off-site Analysis Documentation FEMA Map (53033C0977F) City of Renton Aquifer Protection Zones City of Renton Groundwater Protection Areas City of Renton Sensitive Area Maps City of Renton Soil Survey Drainage Complaints Exhibit Downstream Drainage Map Appendix C -Pond Sizing City of Renton Flow Control Map Rainfall Region & Regional Scale Factor (Figure 3.2.2.A) KCRTS Hydrologic Soils Group Table (Table 3.2.2.B) Mean Annual Storm Precipitation (Figure 6.4.I.A) KCRTS Input Vault Summary Peaks Analysis Durations Analysis Appendix D -Conveyance Calculations To be provided at Final Engineering Core Design, Inc. MERLINO SHORT PLAT iii ·' ----------------- , . ,"-• Preliminary . Technical Information Report Project Manager: Prepared by: Date: Revised: Core No.: FOR MERLINO SHORT PLAT CITY OF RENTON KING COUNTY, WASHINGTON LaCe Hermansen Sberi Murata, P.E. April IS, 2014 04 139M EXHIBIT 8 14111 Nf:. 291h Place. Suilo 101 SellevulJ, Wll~hif\glof\ 98007 Ph 475.885.7577 www.cOl.eoesigninc.com '. , .' I • • I ;.;. . , ! I . , ! i ; I I ! /".( / "-... '- ,-,I': ~\\ ~ i , ! I I I NW 1/4. NW.1./4, SEC.20. TWP.23N.. RGE 5£, W.M. r-F<EPLAcE EX 4' WATE~AIN '\ 1 -.-"'" /, ........ 16< r .. ~.....:.""'"'""'" 1~ """!., .. = lBIl19 DJ.Il.IA~A1N. l<;--~ ~~ ,' .. -- 1-405 ~~ .r ~! '''' ""'I l' 11'U(:T ... I~ TO ~c:rr.&$& CU .... EXI'T,"," "-114. E<>i'IEM. "'Ie .'UTILlrT t!~ ~FII KC.I</lEC~'~ 1<00_ ""i02~ {~I-"<oI E>CJ!IoTJt!O 1"e_1U4J.. ~!6.o>10 E6J¥M I!~ ~111!~ ~T 1\.E 'TAte 01' ~"""Tc;o; I.ND:III":"::" l'I:I!cc...DiNCo tOc:;l. ~Olo:::.o700ctlil. f~I.oN 1!!><I&TINt:i ~~e HCld'll!:!6 MiD eG~M I!~ I'I!: __ D Dr n-e 6T~11! Cf' ~"""T~ IH:>!I'I KC..oec. NO, ~000!I01il ( ... 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