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Home My WebLink AboutLUA 09-033_Misc01/13/2009 11:59 4256498758 GEOGROUPNORTHWEST PAGE 01/03 .. . ' .. FAX TRANSMITTAL -=---Group Northwest, Inc. ---Geolechnical Englruiers, Geologls!G, &. Env~onmental Scll!nt1sto . 13240 NE 20th Street, Suite 10 Bellevue, WA 98005-2022 Pbonc· 425-649-8757 Fax 425-649-8758 . th.4m · (Jrs:,urJ To: C Ii ff h,),/J Cams Frnm: . , ... Company: D12.c.o. f,11 LLG Date: --1µ3,ioj .Fruc No.: Ha 5 s 1:e ';;I' ·'I ~ I .... 1.0t 41-,., BO'IG& This fix transmittal consists of 1-pages, including this cover sheet. The original will 8 follow by mail. COMMENTS cc.,: \,v-on+~ e.V' C.ons+\"'"-1., +ro,>,, -A. Ht--.: Bwo\ ·:w'o. l l E<!l.,,. (2S3) ,:;q -t:f3'-/7 ,... E11 c:.L.1~ ~d «1r-e.. be.Ji !9 (;·.1-I J {?.!'-~o,-h # 41 £.c Tea.! bo± R1J 9~ r.;..5/a.f-e,S, cc.: Mite. Me.i vis -1)0~5 ~x t.O~ 1.,Cf~ "117'+ ---~ .• ·" 01/13/2009 11:59 4256498758 GEOGROUPNORTHWEST PAGE 02/03 • Group Northwest, Inc. DAILY FIELD REPORT Job# I C>ate [ Page # I ~eport # ~ O)otad'lnlcal Biglnea-a, ~ogl!lts, & G-1992 01/13/2009 1 of 1 41 E'tlvlronrmntal Sclertlo'B Project Name & Location 1 :1240 NI; 20th Street, Ste 10 Bellevue, WA 98008 Talbot Rldae Estates, SE 192nd P., Renton, WA Phone 425-849-8757 Fax 425-649-8758 Pennlt# We have ereeared the following memo in order to discuss the significant amount of water aurrentll beln9 discharged from the footing drains at the existing detention vault. This memo shall serve as an addendum to field reeort #39. Addendum to DFR #39 • Jan. 8. 2009 In our field reeort #39, And~ Wade estimated that the footing drain for the detention vault was discharging 1 O gal/min of water with a measured turbidi!l:: of 199 NTU. Mr. Wade stated that this ma~ Indicate that the detention vault is leaking. We have discuS$ed current conditions with Mr. Cliff Williams and have done some calculations to determine whether or not the observed footin9 drain discharge is likel~ to be originating from the site surface and subsurface soil conditions or from a eotential detention vault leak. Based ueon the following known conditions it aeeears likel~ that the observed footing drain dischar9e ori9inated from surface and subsurface water sources outside of the detention tank. 1. Site surface 9rades and erosion control features direct surface water to the backfill area near the detention vault. This surface water likell:'. infiltrates throu9h the backfill and drainage zone. 2. According to Mr. Cliff Williams water is currentll:'. ~nded on toe of the detention vault and retained bl:'. a curb structure. It is likell:'. that this water has been over"toeeine the curb and flowing directll:'. into the drainage mats on the side of the structure. 3. Mr. Cliff WIiiiams also observed a discharge rate of aeeroximatell:'. 1 o gal/min on 1 /8/09. He observed an estimated discharge rate of 5 gal/min on 1/12/09. Aceordingl):'., it aeeears that the discha!:9e rate ma~ be slowinfl as a result of the decreasing erecieitation. 4. The subject site as well as much of the region has exeerienced record snowfall and erecieitation events In the last 4 week time e!!riod. In lac~ 4 inches of erecieitation fell in the 24 hours erecedins Mr. Wade's visit on 1/8/09. Copy to: Cliff Williams • Darnell, LLC X -lcontlnued Bud Wall -Frontier Construo~on on next page Mike Meins -King Coun~ DDES 01/13/2009 11:59 4256498758 GEOGROUPNORTHWEST PAGE 03/03 & Group Northwest, Inc. DAILY FIELD REPORT Job# I Date I Page # I Report# ~ CbotGChnlcal l:nghkB, Geologl!lt&, & G-1992 01/13/2009 2 of 2 41 Envll'onnnntal Sclort~t, Project Name & Location 13240 NE 20th Stniet, Ste 10 Bellevue, WA 98005 Talbot Ridge Estates, SE 192nd P., Renton, WA Phone 425-549-8757 Fax 425-649.-8758 Permit# Continued From Page 1: During the excavation for the detention vault and during our subsurface investigation at the site no groundwater seeeage was encountered. Therefore, it is our oeinion that if significant footing drain discha[l!e is observed durin9 a eeriod of d~ wealher, the eosslbility that the detention vault is leaking should be investigated further. This eossibili~ can be tested bl eiacing d:i'.e in the vault storage water and observing whether or not dle is discha[l!ed at the footing drains. GEO Groue Northwest, Inc., can ~rform this testing. 61-~ .J;)_i,. "' Adam Gaston Project Engineer 425-649-8757 Copy to: I continued on next pago 11/18/2008 16:48 4256498758 GEOGROUPNORTHWEST PAGE 01/02, .. . . FAX TRANSMITTAL a Group Northwest, Inc. ~ Gaoteohni081 &,glr,ears, (;!Qig/cgists, ~ Environ~ntal Scientists 13240 NE 20th Street, Suite 10 Bellevue, WA 98005-2022 PhoneA25-649-8757 Fax 425-649-8758 To: C l; :f£. !tJ.d) ! (),. r:tJ s From: 2'J!j-tJeJu Company: D12i Lb. e., ll LLc... Date: -ll/4 /i'.) % '-/2 5 "$ '1:> 53:t"l 1 I .Fax No.: This fax transmittal consists of -1---pages. including this cover sheet. Th~ original will 8 follow by mail. COMM.li'.NTS Ce,: Fv--,,nfr e.V' C:.or:is+n,.(.. tr O)',, -A-Hr-= B"' ,,\ 'w'~ l l F~:i.:-''2..S :,) ,?,0 -q3~7 ' Cr. .:. I a ~ c d <'\ ,.-e.. tb.i I !9 (i-G I J &:~cr1"$ it ~IC: Tq./ b,,+ RrJ 9e, £-5fa.·h~->. cc.: M1 ie. Md1-1s -t>O~S ~. ~X z.O~ 7.,% -Z\74- 11/18/2008 16:48 4256498758 GEOGROUPNORTHWEST PAGE 02/02 • •. • DAILY FIELD REPORT Group Northwest, Jnc. --:--OJotlJdinlcal EnglnM!I, GcolOg~~. & Job# I Date I Page # I Report# Envlronrrental Sclertls ts G · 1992-1 1111812008 1 of 1 33 Project Name & Location 13240 NE 20th Street, Ste 10 Bellevue, WA 98005 Talbot Ridge Estates SW Comer al SE 192nd ST & 102nd AVE SE Phone 425-649-8757 Fax 425-649-8758 Permit# Test Referenced Maximum Ori Fill Test % of No. Test Lccatlon Elevation Compaction Oonsl!y Moi!iture Dry Density Maximum Curve pef % pcf Ory OeMity Right-um only Lano EB 192nd AVE 1 50' W of 102nd AVE SE, Lane center SG-1 ft S-7 139.7 5.5 133.5 96 2 70' W of 102nd AVE se, Lane center SG·2.5 fl S-7 139.7 4.9 132.1 95 ~, ) l:;;:?t/ ,4 V SG-1ft abreviates 1 ft below subgrade The contractor excavated the existing surface down to a stable grade as confirmed b:r: ~roof roll. Type 17 Sand was used to fill the riaht turn back ue to subgrade. The fill ranged from 1 to 4 feet increasin9 from the east towards the west end. Fills were eiaced in aeeroxlmate 1 foot loose lifts rolled with a larae steel smooth drum roller. Tests above show easslng comeaction eercentages. The contractor is to elace 5 inches minimum of 5/B inch minus crushed rock above the fill J:!laced todal to finish the re9uired fill. A eroof roll of the finished surface is to be conducted onsite tomorrow morninii. Copy to: Darnell LLC ~Contlnu~d Mr. Mike Meius • KCDDES on next page Frontier Construction 12/08/2008 17:40 4256498758 GEDGROUPNORTHWEST PAGE 01/04 .. •. FAX TRANSMITTAL ...-.. -Group Northwest, Inc. ....,,,,.... Geotcchnicol Engineers, Geologists, & Environmental Scientist, . '. 13240 NE 20th Street, Suite l O Bellevue, WA 98005-2022 .Phone-425-649-8757 Fa.'<: 425-649-8758 To: C /i.tf' ft,); V ((},,rfl':z. From: ~~-~~~/ Company: D0i :e.b. e, II LL.L D:rte: 11--/~/~= '-(2.5 ~.,~ ~~t·~ 1, r f Fa.'< Nn,: i,O' ,'\'\ 10 Yet This fu.x transmittal consists of -0.-Y pages, including this cover sheet. Th~ original will 8 follow by mail. COMMENTS CG: 5-o!)t• eV' C.-ons+ri .. c.. +r I))'.. -A Hr-: B"' o\ 'w'a. I l F~l.: c-z.s:,) ~ :::S"1 -q397 ) E 0 c.:./i,-s,,~J .. we D.., I~ fr~/ J ~~<>r 1"'s #_ 3~ £.c Ta/ bo+ I< ;J,e. £-,-l-gte.s, cc..: Miit Me.i\i\S -t> Di;.$ ~-~X. :z.D~ 1% -Z\7'± 12/08/2008 17:40 4256498758 GEOGROUPNORTHWEST PAGE 02/04 A Group Northwest, Inc. DAILY FIELD REPORT Job# [ Date I PJg"ll Repo" # . ~tnctlnbl B1gln86's, Gaologlata, & G0 1992 121512008 of 36 Envronrrimt:,I SCh,rt:l!;t<;; Project Name & Location . 13240 NE 20th Slroet, Ste 12 Bellevue, WA 98005 Talbot Ridge Estates· SW Comor ot SE 192nd ST & 102nd AVE SE, Kont Phono 425-649-8757 Fax 425-649-8758 Permit# SWPPP #WAR010557 KCDDES# Andy Wade of GEO Group Northwest, Inc. onslte as requested by the contractor to re-evaluate sidewalk subgrade compaction. The contractor has informed us that heavy local rains fell on the stte last night. sidewalk subg[ade on SE 192ND ST and 102ND AVE SE Compaction of the sidewalk subgrade was revisited today. The contractor had recompacted the fill and testing showed some improvement in densities, however the wet subgrade below the crushed rock was causing some pumping in several areas. Water was present at the base of the crushed rock because the site Is sloped to drain over the sidewalk. Standing water was encountered below the surface in half of the tests taken. A test section was rolled several more times with out using the vibratory mode. Compaction was improved, however water was also brought to the surface. Additional compaction will be needed plier lo retesting these areas. II is likely that a week of dry weather will be needed prior to recompacting the fill to allow water to drain from the subgrade. The owner has scheduled a meeting for Wednesday 12110/08 to discuss construction options for this area. T!!m11ora!l£ Erosion Control CESCL visit After the heavy local rains last night a inspection of the site was conducted. The numbered list below correlates to the numbered locations shown on pages 2 and 3. TESC measures should be updated as we recommended. 1. Sediment trap excavated in front of the catch basin inlet was full and the contractor said he would clean it out. 2. We cleared leaves from CB1 at the west end of the site. No water was being discharged at the sampling point. 3. collected water runoff had cut channels in the crushed rock where waddles directed water over the street curb. We recommended that sand bags be placed at the front edge of the curb In these locations to redirect the water down the curb to the catch basin until the required changes to the TESC onsite presented on Fliday could be made. 4. The cocanut mat used on the steep slopes is functioning property with grass growing on the mat as intended. 5. Existing straw waddles onsite are not Installed in a shallow trench or with the proper number of stakes as shown on page 2, and as a result the waddles have been undercut in several areas allowing water to bypass the structure causing additional erosion. 6. Straw waddles in the vicinity of Lots 14 through 19 do not extend to the northern property line. Erosion was found from where surface water traveled unchecked adjacent to the northern property line from Tract Road A westward to the detention tank where the water is being collected. Rills are forming in this area, and channels are being cut into the surface. Again we recommend erosion control measures shown in our TESC Plan be implemented as soon as possible. 7. The contractor has informed us that KCDDES inspectors approved discharge of water collected at the southwest comer of the site onto the forested slope west of the rockery. A shallow unlined ditch collects water at the top of the slope just west of the rockery. The unlined ditch collects water at the top of the slope and directs it south, away from the detention vault, collecting the water in a small sand bag lined pond on Lot 9. A 3 inch corregated pipe conveyes connected water to the base of the rockery where tt is discharged. Under the proposed TESC plan water would be collected upslope and diverted through catch basins to the detention vault eliminating the need for discharge in this manner. Andy Wade, Geologist cell:425.213.9937 Copy to: Darnell LLC !Continued Frontier Construction KCDDES on next page 12/08/2008 17:40 4255498758 CRUSHED ROCK EXISTING SILT FENCE REQUIRED SILT FENCE STORM DltAfN DETAIL 1 · W ADDU;: fNST ALLA TTON DETAIL2-SILT FENCE INSTAl.,l,ATION DETAJL3-COCANUT MAT INSTALLATION LEGEND S<DIMEmA nON VA/1!.T . fll TEJi fA/ll/JC rotr..t INTE'!IC'J'TIJII SIVA!£ CONSIII/ICQO!I Act$ ' w,r.s or Cl.f.'ARING CONSIIIVCQO!I SC!)/Jf]{C( ROCK CH£CI( OAII INLET flllFJI 0/ISIINC 711!:£ 111 Bf 1/F:TAMI) Sa, ,.J. &...:i s Spsclng D1!1P"l'ld$ on Soil Type and Slope Stoepni,$.,q ~ -x- ~ ll:!!ll!l1'ill? ® ~ il,'j) o- ~ GEOGROUPNORTHWEST II I 1 PAGE 03/04 'ti · Joint!; In fltter re.bric shall be spllcsd at po~ts. Lisa staples, wlrs rings or equivalent to attach fabric to posts I I I I I I I I 7..n1H!~,.._.~JOJ ~~lli!IHOOr ~:t7 1'11Jf~lil!VN3 f:NGINI!ERING • PlANNING • SUR'VS'YING 12/08/2008 17:40 I .,,,. 2"x:r bv 14 Ga. wire or ~quivalent. if standard =-otrength fabric used -- Filter t.l.brtc - ... Minimum 4"x4" trench 3ack1ill ~ench with nattve soil or 3/4 "-1.s~ washed gravel 2"x2" wood pests. steal ranca posts, or equlvolent l "..,·80 feet DATE I 4255498758 GEOGROUPNORTHWEST PAGE 04/04 " 2 , oc not 3tnmh blanketMnsttlng.s tight. :inow the roR:3 to rnok::I to any lrrngt,Jl:.rl~e:;. For ~!Ope~~ than 3Jot:1V:I r'Olls may be placed in hartzcnta ntr1~ TM,HOT RIDGE ESTATES 1" ~ 80' . .. ~ ---. .. . ,. l'lC "'"111: m :iv1r ~ llm' ~ ml ~.Ill r l:Al.t. ~I "-~ -----~ ....... ----- Anchor 1n 6'"x8" mh,. ~ ~nd stapra ~ 1Z' Intervals . SW CORNER AT SE 192NDST & 102ND AVE SE RENTON. WASHINGTON MADE AW CHKD WC .IOBNO. G-1992 PLATE 12/09/2008 15:22 4255498758 GEOGROUPNORTHWEST PAGE 01/05 ., FAX TRANSMITTAL ..-=.. • Group Northwest, fuc. -Geoteohnlcal Englntiers, '34:!ologists, ~ Environrmnlal Scientists 13240 NE 20th Stree~ Suite 10 Bellevue, WA 98005-2022 Phonc425-649-8757 Fax 425-649-8758 To: Cl;.ff:' W.l~[ams From: t1t~ . Company: --11;; cc e, ii LLc... Date: 1¥-V-•I Fax No.: 9? 'S & 77 89 ~ tO Ci .,,., Bl V- This fux transmittal consists of '1-pages, including this cover sheet. The original will 8 follow by mail. COMMENTS CG: Fronfr €)/' C.ons+r,,,,L t(o>-,, -A Hr-: Bv. ~ 'w'o. I l F-alc' cz.s~) ':2,1?) -Cf3'i.7 ' ' Eb. c.. / ., ~ c: d "'IY"e.. ~i )!9 Fi·-c I J /(~~or T$ -# !ii ~.:: T,:,, I iot ~ ,d,e. E,.,;frrh-:,S, ~ Dot: 4'i~ CJ.kk,l.~t ls ~d~tJ~ ·-cc.: Mi'<.t M e..i 1-1s -1)01:-S f.,,vX t.O~ 1.% i\7'+ ~-·--·-····-·--·· . 12/09/2008 15:22 4255498758 GEOGROUPNORTHWEST PAGE 02/05 • DAILY FIELD REPORT Gron~ Northwest, Inc. -Gaoted'ln~al BiQlr\Cf'.'I'!;, GeologlatB, & Job# I Date I Page # I Report# Eiivlr'onrrr.r,.1:11 $clertls IS G • 1992·1 12/9/2008 1 of 4 37 ProJact Name & location 13240 NE 2oth Street, Ste 10 Bellevue, WA 98005 Talbot Ridge Estates sw Corner at SE 192nd ST & 102nd AVE SE Phone 425-649-8757 Fax 425-849-8756 Pennit# Te$\ Referenced Maximum D~ Fili Test %of No. Teat Location Elevation compaetlon Density Mols!uro D,y Den~~Y Maximum Curve pof % pcf Ory Density Right 01 Way Sidewalk Subgrade 1 As Shown on Page 2 SG S-7 129.5 3.9 123.1 95 2 As Shown on Page 2 SG S-7 129.5 4.3 125.9 97 3 As Shown on Page 2 SG S-7 129.5 6.6 125.6 97 4 As Shown on Page 2 . SG S-7 129.5 4.5 123.3 95 SE: 192ND PL Sldawalk Subgrade 5 As Shown on Pago 2 SG S-7 129.5 5.5 126.0 97 6 As Shown on Paga 2 SG S-7 129.5 5.9 128.4 99 7 As ShOwn on Page 2 SG S-7 129.5 10.3 122.8 95 8 As Shown on Page 2 SG S-7 129.5 5.2 123.6 95 9 As Shown on Page 2 SG S-7 129.5 10.2 122.9 95 10 As Shown on Page 2 SG S-7 129.5 6.7 123.1 95 11 As Shown on Page 2 SG S-7 129.5 7.7 124 96 SG abrevlates sidewalk subgrsde Crushed rock was eiaced filling for sidewalk subgrade. Soft spots identified during initial comeaction of the crushed rock were overexcavated down to firm ground a minimum of 1 foot below the crushed rock, 1 foot of 9uar~ sealls were elaced, and the crushed rock was eiaced over the seans to reeair the area. Areas reeaired are shown on eaee 2. Tests 1 through 11 above show eassing comeaction of the resulting sidewalk subgrade. An erosion control inseection was also conducted toda~. Results of the visit are eresented on the site inseection checklist attached to this reeort. Turbidity of water beln9 dischaaied from the site was collected below CB1 with a measured vc1lue of 61 NTU. Andy Wade cell: 425.213.9937 Copy to: Oamell LLC ~Continued Mr. Mike Meius • KCDDES on next page Frontier Construction / v ll.ET 24, j r 3A \1 \ L · ,lET"4'1B1--uJ_ ! I ! I I I if w s · l LfH-f-~ 'l -,/rE . f1PJ ,t' o::.J ll,l)" 03,T or ::RIP . ... ~--~ rPil!P.uea:o.:m Fi1lt£ SEE ",ncr I (T'IP.) I I I i I I I I 2":<2" b.y 14 Ga. wire or -;::::;::::==-equivaJant. ~ standard ,.;.. strengih fahrfc usad / F!llet fabric -· ./ ,I .. 2 ---:-r l ~ ,= p·.i I f ~.s ~L: . ,_ r , ' Stapltng ~ttem a!S per . I " SCALE: ·1 " ~ ao· . L !~ ~ a ~ . !~ ~ ---r ·,w-t; &¥1P:J ~ m I 1 .. /r ·-· .: "' i .. r ~~ 1 r ll ~ ;/)'ti [ I ;,; ---li@ i -I .. ~ "' W111 ~ , --· --"' I -, I :, ~-',ii!" I ,....,,.. ~ -~~(,OU, l' .i::,. .U(·_ i!!~~~t -~----· I ~ "--I 0 . ,YO/KE IF CfliSl11o'ClltHI .111 c """"IY _.... SEE :Ni'l--i i!1 """" '!.¥' c:,.11 I g ..,; <ll"'~_;, ~~ "Q -~~-,'$' l .!u ~ 1ft' ! ~r.J- -,:.. I S,-,ka5(/j I k · I x,.,..f>:!,V<.4 v~ ~,.,..ttS. 10".dd ,0.0!D 16 l.!'il!J · !11.//P FIR /JII/C!(,~ASIJ'lS F ctMlli!IC,:t:,/ JCCESS lH~T,l/'BIJ,llB.Y .l!JII/J/M1 !D6IEllT JIIW/NF<R -!T an'CWE ,fd5il: '· JD·o --' ~ i U 'i\-tll-0: .,, _.,. "' "' --J Ul "' ~ G) Al D C .,, § I rnanutaciurer's racommenctaticns-. ,. 1':)ll'"-r rt-,+:t· j 11'> ~ I ~d>j:,-~. ..J " "' w '-"' Ul 12/09/2008 15:22 4256498758 GEOGROUPNORTHWEST PAGE 04/05 Construction Stormwater \ SITE INSPECTION CHECKl:ilST Project'.fAlbi>t-f;"'.f( Permit No .. !,MRJ~7 Inspector 44) Date 1?/'J@$ Time II t:>Z-4/1'\ Overall Need Site BMPs Condition Repair? Comments/Observations Clearing Limits ~ i: •Buffer Zones around sensitive areas F p y • G F p y ~ • G F p y Construction Access/Roads ~ /N ~ {;r,.$/,J rot.I<.. '" r"'u,. • Stabilized site entrance G F p y z i.i~k.S. •stabilized roads/Parking area G F p y N s-tr-t< .,., l,e, ,.... ... J ,.,;jl,;., a G F p y N Control Flow Rates ./ oSwale G F p y N •Dike G F p y N •Sediment pond G F p y N • Sediment lra/J G F p y N a,/. p. yr J.,~.t.J "'"~' .... J"';;..:,, o /0 s:di, of ,,; ~o:. G F p y N )ds ",; "'"'" .· , •$ s:i\.v.t ~;~~ G F Al) y N ~ .. L ,.J4 i,., ""1f~r Jt.L fo 4a)vj+, .1 a. Install Sediment Controls J • Sediment pond/trap ~ F p y N, ~(,,,,,,;t ,.,,..,'11/,J f..,,,,. t,ki/u ,,,}/,.-/(,., .. r ,...._ •Silt fence G F j y N c..,.-~ ,,,.. /J '1,U., ,.f' \)A" J,f,. • Straw bale barriers G F y N oo-,. b~"'? ..,.,. ... 1+..J 1"' , ... -1-.. ,,,.....,41 • w../JJ .. ,. G F y N feo,. ~(.,~,lt'\,C""d,..d °',lJift~..-.AI • G F p y N er,,-sf.,lo'\ c.,,,.n'h--,111, mcAS'"'"'rt.-' .. < .. + SI,) • G F p y N Preserve Vegetation/Stabilize Soils 1Z> F ,:.~ •• f:.~;':j i,J .,/,J,,c. j,.,r'-'-""J' • Nets and blankets ( p y N •Mulch ~: p y N •Seeding ( p y N <:.;..-tj is -a-5 ~ .. cJ,,.; +°"//. • G F p y N a G F p y N Protect Slopes • Terrace G F p y N •Pipe slope drains G F p y N Cl.$ "'b,.""-I,./,.,., I,:.,+ "'-a+"-a ~ .. .,.;.,.+ If\~ ~ F p y N JI • G F p y N ;1_JJ,-/,ro .. q,/ ...,AJJ lt.S;. rt"r"--+••jl "'"' Protect Drain Inlets IVz."6/t? ,g le no,., •Inserts G F ~ y N Do ;~se.r+s ..,,<-/,Lr"'J' .... ~ o"$;-1-t-a G F y N a G F y N ... + -t-1,.;, t:......v . Stabili:ze Channels and Outlets ~ Q,-..,.(_, .. rnll /;,,d ,;w.,/~ c.~ : ... •Conveyance channels F p y N aF.nergy dissipators I G F p y N r, ....... • G F p y N Control Pollutants ;JA oChemical Storage Area covered G F p y N •Concrete handling G F p y N • G F p y N Control De-watTring • G F p y N IVA -G~Good F-Fe1r ~Poor YmYes N•No Excerpt from How to do Stormwater Monitoring, Publication # 06-10-0:20 12/09/2008 15:22 4255498758 GEOGROUPNORTHWEST PAGE 05/05 Construction Stormwater ). t SITE INSPECTION CHECKLIST Project ---J;; 11,..f R.-~ Permit No./JJAE/.1¢ss-r Inspector~A~lu~ __ Date 11./"}o<ii Time II ~"?'Z- Will existing BMPs need to be modified or removed, or other BMPs installed? YES NO IF YES list the action items to be com \eted on the followin table: 1. Describe current weather conditions l· u. . .,, . 1 r , . ~1\.1 rct.J"' i,.Jl-rl" r~r,n,'1,S, a.~ J\et'\V_j '('Oi.~h Approximate amount of precipitation since last inspection:<'( a.-1.-S inches and precipitation in the past 24 hours•: L 0, '2-5 inches 'based on an on-site rain gauge or local weather data. Describe discharging stormwater, if present. Note the presence of suspended sediment, 'cloudiness", discoloration, or oil sheen. . :::Ci, <-r-<-"'~ ""~f<-"'s:... )""A '" w~t<.r J;.,t,/.,,,y,.J .from Slt) ~,."'4<" ii.+., f.,._si-,4 t,.-M. Was water quality sampling part of this inspection? @ NO If es, record results below attach se arate sheet, if necessa H standard units Is the site in compliance with the SWPPP and the permit requirements? Q NO If no, indicate tasks necessary to bring site into compliance on the 'Actions to be Completed" table above, and include dates each job WILL BE COMPLETED. If no, has the non-compliance been reported to Dept. of Ecology? YES NO If no, should the SWPPP be modified: YES NO Sign the following certification: "I certify that this report is true, accurate, and complete, to the best of my knowledge and belief." _ Inspection completed on: 1-t,/q_,h 1, by: (print+signature).M/J.W 4Ml>E-~~ Title/Qualification of Inspector. G4>/.,.9;s+,/c..sSGL :.r. p <lf:10-z..7?7 2.' Excerpt from How to do Stormwater Monitoring, Publication # 06-10-02.0 12/05/2008 15:13 4255498758 GEOGROUPNORTHWEST PAGE 01/04 ' "' FAX TRANSMITTAL • Group Northwest, In.c. Geotechnioal Engineers, oeoJoglsts, & ........-- Envlronmtintal Schmtlst.s 13240 NE 20th Street, Suite l 0 Bellevue, WA 9S005-2022 Phone 425..649-8757 Fax 425-649-8758 To: Cli{t:' wdL(?J.mS From: ~·11t· Company: D0ico e./1 LLG Dnte: FWl No.: 42.5 "'$'1;; i~"1,, 1¥,. · OS t.o' "'' •• Ye& This fitx t~ansmittal consists of $ pages, including this cover sheet. Th~ original will 8 follow by mail. COMMENTS CG·. fr,,nf I e.V' C,o f') S + r i-. (., ff o;-, -AHr,: Bl-\ A 'w'G\ 1 l F-;;)c· ' '2S"3) ,?ici -43~7 E;, c. /,, ~ f.: d "{Ye. ~1 l!:3 (i-G I J R.~~orh #. £,c: Tq,/ bot R1~9e. utgte-s. cc.: Mi¥.t Mdv.s ~ 1)_0~5 ~x 1J)~ 1,% ,11<+ ' ..___. .... -...... 12/06/2008 16:13 4256498758 GEOGROUPNORTHWEST PAGE 02/04 • Gro°!~~?~n!~;!~m.?1c. DAILY FIELD REPORT Job# I Date 121512008 I Pago # I Roport # (3.1992 1 of1 35 l;nvh'¢rl11'1mtfll se11·,rttb Project Nama & Location 13240 NE 20th Street, Ste 12 Bellevue, WA 98005 Talbot Ridge Estates • SW Comer at SE 192nd ST & 102nd AVE SE, Kent Phone 425·649-8757 Fax 425-649-8758 Pem,lt# SWPPP #WAR010557 KCDDES# sidewalk subgrade on SE 192ND ST and 102ND AVE SE Additional compaction will be needed prior to retesting these areas. Temeora!Jl Erosion Control CESCL visit We have been informed that joe Hicks of Frontier Construction had been the CCESCL for the site previously. However due to downsizing within that company Mr. Hicks no longer works for Frontier constr1.1ction. A search for documentation for previous visits Is being undertaken by Frontier Construction at this time. We presented an updated TESC Plan to the owner and the contractor today with our recommendations for improving the site erosion control measures per KCDDES and DOE standards. The contractor will be working to update the site next week. No rain Is forcasted tor the weekend and therefore this schedule should be acceptable. A new water quality sampling station was set up today at the lower end of the site where water discharged from the detention vault enters the stormwater drainage system directly below CB 1. No water was being discharged from the site at the time of our visit. A standard site Inspection checklist has been prepared for the visit and is attached to this DFR. Copies of the site inspection checklists will be kept onsite as well. If you have any questions please feel free to call. Sincerely, GEO Group NW, Inc . .,,.sfl"~ Andy Wade, Geologist cell:425.213.9937 Copy to: DamellLLC IContinued Frontier Construction KCDDES on next page 12/06/2008 16:13 4256498758 GEOGROUPNORTHWEST PAGE 03/04 Project:1.)1,,,, + Construction Stormwater SITE INSPECTION CHECKLIST Permit No./0.:itOIQ5$7 Inspector ;Ahl Date /2../c, Time hO""""' . , 1. 2. 3. 4. 5. 6. Will existing BMPs need to be modified or removed, or other BMPs installed? YES NO IF YES list the action items to be com leted on the followin table: Date Completed/ Initials Describe current weather conditions J <.,,/q, c/eMj < ._,.. "J Approximate amount of precipitation since last inspection: ,11,,.,,jl.a< wll.,)I. inches and precipitation in the past 24 hours•: /)/ inches 'based on an on-site ralr?gaiige or local weather data. Describe discharging storrnwater, if present. Note the presence of suspended sediment, "cloudiness', discoloration, or oil sheen. , , J-.. , _ n ,v~ ,s,.,,..,,,r q ..-.., NTU cm if tube used H standard untts Is the site in compliance with the SWPPP and the perrnit requirements? YES d'ffJ} If no, indicate tasks necessary to bring site into compliance on the "Actions to be Completed" table above, and include dates each job WILL BE COMPLETED. /.-:J J If no, has the non-compliance been repo~d to Dept. of Ecology? YES (!:!g/ If no, should the SWPPP be modified: @ NO .rt 1w /,,P.-A., Sign the following certification: "I certify that this report is true, accurate, and complete, to the best of my knowledge and belief." Inspection completed on: 17/~/c>'g' by: (print+signature)AAll>Y'.WAb~ ~ Title/Qualification of Inspector: ~i~ f /~GL ID;# 1i:,z,!i07;;p 7 Excerpt from How to do Stormwater Monitoring, Publication # 06-10-020 12/06/2008 16:13 4256498758 GEDGROUPNORTHWEST Construction Stormwater SITE INSPECnON CHECKLIST PAGE 04/04 ProJect::1/k.-. t Permit No.jj.~ Inspector _ __,.,..t!/i.,.~---Date tJ/12}2( Time b t'D'b Overall Need Site BMPs Condition Repair? Comments/Observations Clearing Limits oBuffer Zones around sensitive areas G F p y N • G F p y N • G F p y N Construction Access/Roads f oStabiliwd site entrance F p y { oStabilized roads/parking area F p y 0 F p y N Control Flow Rates oSwa/e G F p y 41' •Dike G F p y ,...N' • Sediment pond G F p y .H o Sediment trap G F p y '""' • G F p y N 0 G F p y N Install Sediment Controls •Sediment pondtfrap G F p y N •Sill fence G F p y .N •Straw bale barriers G F p y N • G F p y N •<·~,t..,.,t,, µ,~t!~ /lr.,J;.:.rhl:; G F p y N • k ;,,,sr<-d"l""I /1'1,,..d,,.,,, • G F p y N Preserve Vegetation/Stabilize Soils 1 G,')1~ ,.., +4 !t-.,;r, ,,f.f k-sr•-}e, •Nels and blankets G F p y •Mutch G F p y ~cp\)CS rt.<er~ ;..,.,,;., ~11 lfl.($ •Seeding G F p y )'O ~i11.+ oM:-1€,. f://;1-,j in ,..~ <-elj,, 0 G F p y N • G F p y N Protect Slopes oTerrace G F p y ; oPipe slope drains G F p y • G F p y N 0 G F p y N Protect Drain Inlets •Inserts G F p y /~ • G F p y • G F p y N Stabilize Channels and Outlets • Conveyance channels ;t/;f G F p y .~ o/!Energy dissipstors G F p y • G F p y Control Pollutants •Chemical Storage Ares covered ~ G F p y )I' •Concrete handling (,,f G F p y )>I • G F p y N Control De-watering /JI( 0 G F p y ,N -----G-Good F-Falr P-PoorY-Yes N-No Excerpt from How to do Stormwater Monitoring, Publication # 06-10-020 01/06/2009 16:53 4256498758 GEOGROUPNORTHWEST PAGE 01/07 ... FAX TRANSMITTAL ...,,=,.. -Grou:e Northwest, Inc. -=-Geotechnk.:al Enginr:iers, Geolagh;t!;;, ~ Enviro~ntal Sci9ntlsts .. 13240 NE 20th Street, Suite 10 Bellevue, WA 98005-2022 Phone 425-649-8757 Fa.-..: 425-649-8758 To: C [; .(p t,.J; /) [(J. dJ ~ From: A~~-4J4th .. Company: Do, Cb. e. ll LLG Dnte: nt..Ct.ol Fax No.: ~;;z 5 :s~~ ~~t~ ·' iO C. «11'\'i 10 Yflll Tiris fux transmittal consists of .1_ pages. including this cover sheet. TI,e original will 8 follow by mail. COMMENTS Ce,·. fv-,>cJ~ e-V' C..ons+ ..... (., +ro)'\ -A H0: Bu;_tl; w't1. l l F!a\c ' c2..s3) ':2:,~ -q397 En '-1"':l c:d "'IY"e.. Dti i~ fr~ I J ~~er TS :it ,, :£c To. I ho± R,d 9e-E.-sfo,te..-s. 1/&?(~ Mi\t Me.1V\S -l>~~s cc: p17t,U~7 -~ i.O~ 'Uf~ ,111+ I w/t~ I 01/06/2009 16:53 4256498758 GEOGROUPNORTHWE5T PAGE 02/07 • Group Northwest, Inc. DAILY FIELD REPORT· Job# I Dato I Pago # / Report # ---:--C:'eotechnlc..,1 F.nQ!nMs, Geologls1s, & G-1992 11612009 1 of2 38 Envronrrenlar $clnrt!!;t,;. Project Name & Location 1 J240 NE 20th Street, Ste 12 Bollevue, WA 98005 Talbot Rldae Estates. SW Corner at SE 192nd ST & 102nd AVE SE, Kent Phone 425-649-8757 Fax 425-649-8758 Pennlt# SWPPP#WAR010557 KCDDES# Andy Wade of GEO Group Northwest, Inc. onsite as requested by the contractor to re-evaluate modifications to the site's erosion control measures in response to our 11/28/2008 Letter retailing recommended SWPPP modifications. This visit follows 2 weeks of sub zero temperatures and snowfall. Heavy local rains fell last night and continued rains are projected for the next 4 days with 10-20 inches of precipitation being projected. Tem[!orart Erosion Control CESCL visit ' After the heavy local rains last night a inspection of the site was conducted. The numbered list below correlates to the numbered locations shown on pages 2 and 3. TESC measures should be updated as we recommended. 1. Catch Basin is downslope of detention v.iult and therefore water SHOULD NOT be allowed to enter at this point as it will produce a spike in turbidity values taken directly downslope. Alternatively we again recommend that water not be allowed to flow onto the slope north of the detention vault. Please re-seat the catch basin lid and use sand bags as needed to prevent water from entering at this location. 2. Silt fence was re-installed at this location. Plowed snow was the likely cause of the damage. 3. collected water runoff had cut channels in the crushed rock where waddles directed water over the street curb. We recommended that sand bags be placed at the front edge of the curb in these locations to redirect the water down the curb to the catch basin until the required changes to the TESC onslte presented in our 11/28/2008 letter could be made. 4. Sand bags were used to extend the existing straw waddles to the edge of the sidewalk. NOTE that these waddles have not been installed per DOE standard and are not set perpendicular to slope. The owner is aware that we have recommended this be changed per our 11/2812008 letter. 5. Existing straw waddles onsite are not installed in a shallow trench or with the proper number of stakes as shown on page 2, and as a result the waddles have been undercut in several areas allowing water to bypass the structure causing additional erosion. 6. Straw waddles in the vicinity of Lots 14 through 19 have been extended to the northern property line. Additional "Sueenmental" TESC Measures We have been Informed by the contractor that the additional erosion control measures documented today represent "Suplimental Erosion Control Measures" approved by the owner in response to CESCL inspections and our 11/28/2008 SWPPP Letter. These improvements include: A. Items 4 discussed above. B. Item 6 discussed above. C. Proper installation of additional straw waddles in a shallow trench dug perpendicular to slope and with proper staking were added in high erosion areas. These waddles are shown on the existing TESC map with a thick black line and are labeled as "C" or the number 6. D. An additional Silt Fence was installed to direct remaining surfacewater northward across Lot 8 to the cul-de-sac and to the detention vault as planned rather than allowing it to be discharged from the southwest corner of the site as was previously occuring . ..... GEO Group Northwest will monitor the performance of these "Supplimental" erosion control measures during the upcoming heavy rain event in order to evaluate the suitability of the current TESC measures onsite. Andy Wade, Geologist cell:425.213.9937 Copy to: Darnell LLC IConHnu@d Frontier Construction KCDOES on next pago __ 4~2~5~6~49~8~7~5~8~-~--,-~~--G=E:O:G:._::ROUPNORTHWEST LEfil:.~ND";--------'------------ 01/06/2009 16:53 PAGE 03/07 ~-BAYWADOLES ==·'='e"~ + CDCANUTMAT ~,~ CRUSHED ROCK )( J< F.XISTINGsn..rmra;: 4 I f §en REQUIRED SIT.TFENCE © STORM DRAIN DETJ\Ir. 1.-WADDLE INSTALLATION DETAll.2 • SILT FENCE JNSTALLA'l'.10N DETAIL 3. COCANUT MAT JN,'3TAl.I.ATION . LEGEND ~-VAI/I.T .f'il.JBfrMIIIC R,/1'.F. 1!@~1. wmir:F.Pl'/4/ SWM< CtJNS'111/H,71f.WA~ . Wl1S OF CI.EAR/Nr; Ct11/S1111JC771J $1!1!//tNr:F. ~=~m:rlWI /NUT f/1.ltll f''1S'f/NG JIil! it) Bf /lflA/11[)) · S:i..J. 6"';".) s S!"'cmg c"""""" or, Soil T~ and Sto~ Sltt!!~ne:m -.<-.. 1 S<dhncl!t, organic imner, ,,-"1d --"" / c:1P1Ulld Dnhlna. the mll:s. ~ ., ""' ·r Jolm:, n filter fabrit: shoJI be opbd at ,oost.s. Use staples. wire rings or equiv::alent to !:Uta.ch fabtlc to posts I : I I I I I I I i r411 NB1t.llz11m:1:'Ulf 1D1 __ ...., -=--.•. !NGIN~l1llNG • ,"LANNING. S/HVf!YrNG SCALE 01/06/2009 16:53 1 itake C tnatter, '"""" the runs. 4256498758 , ... n, "'•~,,,..,f'.-Ji.'-:o, ---~ii.~ GEOGROUPNORTHWEST I PAGE 04/07 Dcnot::rtrefl:::h~t allow .the l'Dff!I tQ rnQd to~ Hlr olop8:!!1 leSS th:m 3H:1' may ~ pr~ in ttarlZCnC 01/06/2009 16:53 4256498758 GEDGROUPNORTHWEST / lf!nimum ~":::4" trench ·-:-1,. :dlll trench wftn nattve soil .1/4"·1.a" WGshcd grav,,1 1 ''12.• waod posts. sffl!al ~ · ~-or equJvaJP..r I -·--1 I IJ LJ: ~1,, ! • • ?roup Northwest, Inc. ~t=II Eh;*11Mr.::. Grn:d1:if1.:ts, I e,~mms •p,80 feet DATll .-.- / ·. SCALE: L Oo no; """"" 0""1ket,""'1ting:, 1fgn, • .l!IOw .the ~le tQ meld tQ an, i~larttie!!I, ft~J' :Jlope~ Jess tt,an :nt1v, rclls may be pl:!C:::C in l'lc~cntll strip!:. TALBOT lUOG~ l'Sl"J'-TltS SW COl<NER AT SE 192ND ST & lOlND A V1t SJ! RENTON,WASIDNGTON MA.DR AW WC JOB NO. . Q.-1992 PAGE 05/07 ·, I PLATE 01/06/2009 16:53 4256498758 GEOGROUPNORTHWEST PAGE 06/07 Construction Stormwater srr~ v.,t~PECTION CHEC~T Project...G.=1~4-Z... _ Permit No. /.JAy;lfS57 Inspector Date 1fl/t>9, Time /7...: IS f'"l Overall · Need Site BMPs Condition Repair? Comments/Observations Clearing Limits · I> •Buffer Zones around sensitive aroas G F p y N • G F p y • G F p y N Construction Access/Roads ) •Stabil;zed site entrance ~F p y ' •Stabilized roads/parking area I ~ p y N • p y N Control Flow Rates -•Swale G F p y ~ •Dike G F p y N •Sediment pond G F p y N •Sediment trap G F p y ~ • G F p y • G F p y N Install Sediment Controls i; ,,,,,.;/,.,-""'f'tl'"'""'"" I ,"'f"""":"''"t, • • Sediment pondArnp G f p y ! kl. •Silt fence G p y 1$,.;t1.~a,.,;.,;1,,,I/J J,..,t~ ~.J......,+ ;"fli./1 •straw bale barriers G ~ p y ~w,C!,of'rc.wM_.,;J;J k,1/~ M'<-•""Sn\/JL, '.I • Ac.u.p:,...i,,rlrJ::, .. t ... ~,._ "'""!""' G F p y N ~r w•+•>:9 i,..;1.~ ... ~, .. .....,. .. r fl!..-"" •,, r....:.l·--:,· Pr~j.:~W "'·'J''" "''"~ G F p y N .,,,,,.,._ rer,..,,.JrG, .. , .... + .. ~,.,,..,.. ""' .,.J. G, osi~_,J' .:-~:s.+i· --""f" ,-.e,vJ....J ____ G F p y N en-Hlf:I'?"\. • Preserve Vegetation7Stabili~e Soil!§ """ • Nets and blankets C G F p y G •Mulch G F p y •Seeding t F p y • F p y N • G F p y N Protect Slopes I~ •Terrace G F p y •Pipe slope drains G F p y • G F p y ~ • G F p y Protect Drain Inlets ~.,. U.o I kki+i""' i.tti..lt d .. .Ji •lnsarls G F @ µ;, N ~ :!tc.f J(')w~ w/ /,J ,,,._ r:m h> Q G F p. y 0 G F p y N P>"<-Ve,..-/· wa k.r c.,,//.e<..f,~ • Stabilize Channels and Outlets ~ Si.rr/;,,,e.:;Jil ,,,~,.,, .. s /"-I'"'""' • Conveyance ehannels G f'I p y oEnergy dissipators G F p y N «IS "f'f.""v Ab, ~M,r, /4)t, ,;J.,i// n ~ 0 G F, p y I~ aJ ~ ' -·-t,e,. Control Pollutants I •Chemical storage Area coverod G F p y ~ Al5'-A rrh ,.,o..~I .,_, ,af +I.a ·h lh.ll..: • Concrete handling G F p y 0 G F p y N Control De-watering NNA • G F p y G=Good F=Falr P:-=Poor Y.::tV'l:)S N~No Excerpt from How to do Stormwater Monitoring, Publication # 06-10-020 01/05/2009 15:53 4255498758 GEOGROUPNORTHWEST PAGE 07/07 Construction Stormwater SlT,E INSPECTION CHEC!$'.UST Project G~ /'¥/'2-Permit No.Wp'ip'Sf7 ln5pector _..7j_t..d __ Date.Jlk/.<2$_ Time~ 4. 5. 6. Will existing BMPs need to be modified or removed, or other BMPs installed?~ NO IF YES, list the action items to be com leted on the followin table: Date Completed/ Initials Describe current weather conditions 1 b.J ;"a,J, $ r<>.i"~. Approximate amount of precipitation since last inspection: l.J: inches and precipitation in the past 24 hours•: A. 71,/ inches 'based on an on-site rain gauge or local weather data. Describe discharging stormwater, if present Note the presence of suspended sediment, 'cloudiness", discoloration, or oil sheen. Tr1,:J.k ,,(i.,4~--{' hrs'"F"-c,f r:,,,.t-'..,+,'<>h v ..... ,i-. . . J· .L. e .~ I J...-tit>I" v,,..,l~,,..f&:/-«.. <tf./1.•) J-,tr,L. •N., ,., ._....,... TT""" ce,~· Was water quality sampling part of this inspection? YES wa If es, record results below attach se arate sheet, if necessa NTU cm if tube use H standard units Is the site in compliance with the SWPPP and the permit requirements? YE~ If no, Indicate tasks necessary to bring site into compliance on the 'Actions to be Completed" table above, and include dates each job WILL BE COMPLETED. If no, has the non-compliance been reported to Dept. of Ecology? YES ;Ne,) If no, should the SWPPP be modified: YE~~~;~ ~i./·fo"'';( ;>o-sr,_+;o .... Sign the following certification: ~ .. fJ (,-+,.,,..,,rr<»,J ,,.fh,.,..o~t). • "I certify that this report is true, accurate, and complete, to the best of my knowledge and belief.· Inspection completed on: t/~/c, 'l by: (print+slgnature) --ANl>'f /01J)l:. -J+i.1~ Title/Qualification of Inspector. <Jae,,k:J_;s+/~c.. L -ID#,/oz.507-z.,l, Excerpt from How to do stormwater Monitoring, Publication # 06-10-020 09/03/2008 17:55 4255498758 GEOGROUPNORTHWEST PAGE 01/05 -, FAX TRANSMITTAL • Group Northwest, Inc. -=-Geotechnical B1glneeni1, Geologists,~ Environmetltal Scientists - " 13240 NE 20th Street, Suite 1 O Bellevue, WA 98005-2022 Phone 425-649-8757 Fax 425-649-8758 To: c Ii¥ tJ, /Ira ms From: G le.,, W;._,,u -' . Company: f)Q, Cb. e. l/ LLG Date: 1i_J/ o S • Fax No.: 425 ~13 ~:t"l 1 TI1is fu" transmittal consists of 5 pages, including this cover sheet, Th~ original will 8 follow by mail. COMMENTS CG'. Fron+~ e.V' C,ons+n,,(, +r Or,, -A +f,.,: !YI,-· }L. e,, F,a1,-,.. cz.s3) ~5~ -43~7 . e,.._ r.:.lu2 c:d "!l'"G D<,_ij/:g tr-G/J ~~c,-1"5 -#{la-14 .£JC Tq./ bo± {Si~98 £..5 fr:i. te.-S , cc.: M,ie Md l'.S -~D~S +c,._'(,_ 'LDC, lqe 717± .•Jr-,, 09/03/2008 17:55 4255498758 GEOGROUPNORTHWEST PAGE 02/05 a Group Northwest, ][nc. IDAILY FIJEJLD REPORT Job No. l°lr'l--'l/oi I Page No. 1R•port No. -Gootochnlcal Englneera, Goologlsts & 6-11'12.-[ I or I I'! Envlranmontal Scientists Project Nnme & Loc~'.Z" .J (5. ...l_A.,.. 1 l240NE 20th Slrect, Suttc 12 Bollcvuo, WA 98005 r.\~t~iJi< cLL ~WC.""-t./' ~C J1J: t>t lO'Z.: S~ Phono 42S/649-87S7 Fox 42S/649-87S8 Permit No. Test Rcicronccd Maximum Dry Fm Mollrure Test Dry %of No. Test Location Elevation Compaction Density % D,nsily Maxim>nn Dry Cll!Ve pcf pcf De!!!<ily S4 ~,·,i..~ Se.,..,.. >,l,/.1 /; i,u.5 (i) /..ot3, 151 5 •f ,,.,,.,;., ~t,-'f' S-5 130. If c:i.s 12..1. 3 91 ® "'+ ~1 15' S ot ""4• 0 "' SG-I ' / I ,o. 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WA 98005 Phonc42S/649-8757 F"' 42Sl649-87S8 Permit Nn: Test .Referei:,ced MoximumDry Ffll Mol<ture Test Dry %of No. Te~cation Elevation Compaction Density % Density MoximumDry ..,\,ovf. s ... : S'e."f,'.t,J,',..,, Curve pcf pcf Density /i) 1-o111o, s'N .f """ '"" S6-lf:5 1 '>-5 130. If. '1. "f 11..G.. 7 q1 ® Lo+II., 1s1 N .f ....,.: " ~t-i {.'il ( '2. 7. 5' ii? @ kl 15, ~\ N .f """i "' SC-1.. 5' 11,7 11..1+. ~ ~(p (9 i..otl} 'IP' N of ..... ~.,, $6-0 "{. 7 11-7, 5 qg ® 1..ot7, "' s • f ........ : "" S6-2..' "' . si: I '2. if-. ~ q1p (0 t-of 11 , o' S tf ,...,.,· V\ 5&~0 ID· 1.. 11.,.r... 7 17 6) Caf11,1'N1N•f t,AH\O sc;-tf' 10· I 1<-'r, $ 15 6) Lot:Ll, 11,' N vJ /110-1\0 $6 ·I,,;' 10. -Z.. 11-'f-. "(, 1C, (j) L<>l' l't1 to' NE N\flto 'EC.~ 3' 11.-I 11.. S". C, "l.(p @ L•t llf;. 17 1 Ni M \-1 lo S'6-() Jo. I 12.tf.7... q5 ® Lot'1 1 ,~'~.f .....,;,,_ s'G ~6' 'I-I (3o. 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I VII\.O i3 t<A rt'. · i\,...t.S,l.. +si\\5 sl,,.o..._\J.. ..,,.+ ~ ustA d,,I.L r ,· ":9 WC t \.JC'\~. -6W COPY TO: \) <l. f"'\l\t I \ I L-I.,. ( D CONTINUED H'fl"' + ; e..r ON NEXT ~~f-S PAGE M• '?-e. ('Ae 1' >/\.S ~ 11/24/2008 11:13 4256498758 GEOGROUPNORTHWEST To: Company: Fax No,: FAX TRANSMITTAL Group Northwest, Inc. Geotechnic~/ Engineors, Geologists, ~ EnviroM'lr!nt.il Scicntist.s 13240 NE 20th Street, Suite 10 Bellewe, WA 98005-2022 Phone 425"649~8757 C Ii .(P w;/J r a m s From: Do. co e. II L '-c.... Dnte: This fux transmittal consists of ?-pages, including this cover sheet. The original will 8 f~llow by mail. COMMENTS PAGE 01/02 ¥vx. io~ 'L% -z11 --:.:;._--"-'-'--'------------------ 11/24/2008 11:13 4256498758 GEOGROUPNORTHWEST PAGE 02/02 • • Grou~ Northwest, Inc. DAILY FIELD REPORT Job# J Date I Page# I Report# ~ ~r.d'lnfe:nl F.nglnlHl"s, GeoloiJll)t~. A G-1992 11/19/2008 1 of 1 34 B'lvlronmentttl 8¢11'.!rtlfl l!'I Project Name & LocatJon 13240 NE 20th Street, Ste 12 Bellevue, WA 98005 Talbot Ridge Estates. SW Comer at SE 192nd ST & 102nd AVE SE, Kent Phone 425-649-8757 Fax 425-649-8758 Pennlt# SWPPP IIVVAR010557 KCDDES# Proof Roll of SE 192ND ST aod 102Ng AVE SI; Curb-lines A proof roll was conducted with a loaded solo haul truck. The loaded truck represents the maximum expected load for the curb. In a proof roll the truck rolls slowly over the grade to be tested and Inspection is made as to how the grade reacts to the applied load. All significant softness and deflection are noted and marked for improvement. It should be noted that in a proof roll the inspector should keep In mind that when the truck turns the rear tires pivot and may shear the surface, Which should not necessartly be confused wtth a subgrade deficiency. For this reason when proof rolling a corner several passes may be required to allow full inspection of the area without shearing the subgrade. A proof roll of the curbllnes along SE 192nd ST and 102ND AVE SE showed no significant softness or deflection. It is our expert opinion that the surfaces are stable and ready for placement of the curbs at this time. The proof roll extended Into the enterance of the development approximately 50 feet to meet the curblines already in place. All areas proofrolled were similarly found to be suitable for curb placement as described above. This completed required proof rolls for the entire project. Roadway stability will be revisited during the proof roll of the roadway subgrade to be conducted just prior to paving. Temeora!:l£ Erosion Control We have been Informed that KCDDES performed a suprise site inspection of the site during the record rainstorm we had last week that dumped 3 inches or more of rain on the site within a 24 hour period. Site Inspector Mike Meins and Erosion Control Engineer Tim Cheatum performed the inspection. We have been asked by the owner to review the site conditions and make recommendations for additional erosion control measures based on the current condition of the site. Minimal scour was observed upstream of hay waddles used to divert water to the curbline. We have been told no erosional sediment reached the detention vault. As requested we will consult with KCDDES inspector Mr. Tim Cheatum, review the site conditions, and prepare a letter documenting our recommendations for improvement of erosion control measures onslte as necessary. If you have any questions please feel free to call. Sincerely, •;;,wv~ Andy wa?fc::ologist cell:425.213.9937 Copy to: Darnell LLC IConUnued Frontier Construction KCDDES on next pago 10/03/2008 17:11 4255498758 GEOGROUPNORTHWEST FA.X TRANSMITTAL Geotmchnicti.l Engineers, Griologists, & Envlrchmental Sctentis~ · 13240 NE 20th Sll'eet, Suite 10 .Bellevue, WA 98005-2022 Phone425-649-8757 Fa.'< 425-649-8758 To: C/;.{?: l,,J;/Jrams From: ~kV\ .LJ~ PAGE 01/05 Comp~ny: Da. c I). e, I/ L I-C.., Dnte: I 0/3 /-=-·o-=g __ _ Fnx No.: 425 ~1~ 'z?1j"l '°h This fu.'< transmittal consists of 5 pages, including this cover sheet. The original will 8 follow~il. COMMENTS Ji.,,vX. i.O~ 1J~~ -Z\ 7 ~----·-·····--···-··.!;._~_l_L_ ______________ _ 10/03/2008 17:11 4256498758 GEOGROUPNORTHWEST PAGE 02/05 a Group Northwest, Inc. DAILY FlIEJLD REPORT Job No. 1Dnte / 1P•r ;f 'l_ 1Repo3t t· ""='" Gootechnlcal lzngrneon, G@ologlala & c;..11q2..-, lo/1+'2. oi Environmental Sc::lenUstl!I Pro1ect N•rne & Location ; k,. 4 ,q_ J 1324<> NE 20th Street. 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COPY TO: q')._ ,-w_ \ l f LLC. M:V-t Mll"'} -y..c ~DS.S D CONTINUED ON NEXT fu11s. +,'er (A ""ff(W, + ,-w-PAGE 10/03/2008 17:11 4255498758 GEOGROUPNORTHWEST PAGE 04/05 A Group Northwest, Inc. Jl))Al!JLY FIEJLJI)) REPORT Jr: No, 1D•:/: · 1 l'•ge No, IRepo;~•· -Geot@Chl'llcal Eoglneers, GeologlstB & -t'\~i-1 'l 30/o~ I c,f 2. E:nvlronmantal Sel@ntlatA 13240 NE 20th Street. Suite 10 Bellevue, WA 9M0S Protl Nome & Location ,,4 ..J. -r,.I + R,".lo-e. ~~+,..-kt ~wG,-.,1' %112..J.HB,toz. (Av<-5i= Phone 42S/649-87S7 Fax 4251649-8758 Permit No. Gl~V\ Wo.Je ,., ; ,!-1,, 6~ 6<YJv..P Nortl.,wt-.s+, ,..._c., "-""' o .. s; +e for =,1eck1A,· (t.ll · f V\$ />e Ct "6"'S, V P ,...~,..f R" II Lve. t>'oSe,-.~ "' Oroo-f -re 11 ~.C n"' -.f' b 1"'-bo"Nl.4 I ~_,, .C.v..~..P ... ...,_J , .., .L. L.., I:r,....,._,, 1/,.""U ,'ti.l ,',. A, ,4 ..c • ' Cl ie l,l,1.u -V .J C,,'"" "-I w•~ ;.1., .. kr,·el c....J. <I.~ ~ :bt. l!>fi(<>JIJ ... Jc..l J..,.,, ... ~ +;·,.. ....... . 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RESTEELJCONCRETE _ RESTEEL ONLY _ RESTEELJMASONAY _ STA.ST/WELDING -EPOXY -STA.ST/BOLTING -OTHER ~bNCRETEIMASONRY MIX NO. 01.,5.=U::=Dc..t..,0~------ SUPPLIER y\Aj le...s SLUMP (INCHES)i;f-.Jf',/ GJ.3/4) 2~ t-lf2. AIR CONTENT (0/,) ------------------ PREVIOUS REPORT No, PROJE~ ( bQt LOCATION 9iClO DG. PERMIT NO. C~TRACTOR fO~'t\ (3) ITEMS INSPECTED _ FOOTINGS _ AUGER CAST PILES -DRILLED PIERS ~/ll..1& lf-tid No.134505- AM @ ~M -FOUNDATIONS -SLAB _ COLUMNS ,A WALLS -BEAMS DESIGN STRENGTH (f'c)~ONie@J8 cb,¥ TOTAL CU. YD. PLACED=( otifs) Se,f.#;2.._~ SPECIMENS CAST _5-4)(,!s 5-~ JCl.f- CYLINDEA REPORT NO. 6 f? 555 6 8.S 7? ~YES_ NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLOG. DEPT. APPROVED PLANS TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH· OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. JNC. INSPECTOR SIGNATURE -~~,.4,e,1;i;.:::::;~:::::::::__ _______ --,,------ REVISED 12/07 SIGNED BY COPIES TO:_,..,.-:.___L ___ _::?:._ __________ _ 10/13/2008 14:09 4256498758 GEOGROUPNORTHWEST PAGE 01/02 .. FAX TRANSM1TTAL : • Grou2 Northwest, Inc.----Geotechnical !:ngineers, GG'olagists, ~ Environmental Scientists .. 13240 NE 20th Street, Suite 10 Bellevue, WA 98005-2022 Phone425-649-8757 Fax 425-649-8758 To: Chff' lJ,/Jro.ms From: G!e-\i\ W~ -. Company: Di2.c.c. e,ll LLc.. Date: \~1~(. o<t Frur No.: 42.5 ~Cf$ $3~"1 i This fux trnmmittal consists of -:i.-pages, including this cover sheet. Toe original will· 8 follow by mail. COMMENTS CG'. fv_:o!)t (2)/' C.on$+l'"h.L +r Dr, -AH,.,, Bu.a '.w'" l \ E~\,-....... (-z.s "'>) ':Zi"l -43'J.7_ et\ c./c,~ cd "lv-e.. t>-...1 I~ (r-G I J ~~c.-Ts # ..£><: le,,/ bo+ R1d,e-f:..s~-/-e,S. cc.: . M\it Md1-1s -\lDf-.S /k,X i.O~ t9~ -Z\74-~- ' • 10/13/2008 14:09 4256498758 GEOGROUPNORTHWEST PAGE 02/02 ... A Group Northwest, Inc. DAILY FIELD REPORT Job No. Ito~ +qAJi IP"rc~of / J Report No. -Cootochnlcal l!nglnNrs., Coologl!Jt!l & G -1'1"12. -1 '32.. Envlronmental Scientists 13240 NE 20th Sf1'ett, Suite I 0 Bellevue, WA 98005 fiCt R.~~';J:A'w (or....u $~ iq2"~5t A 102.JA\/(. SE Phone 42S/649·8757 Fox 425/649-87S8 Permit No, ~lt,\11 Wo.tk ,.,;-1-I., "E.O '-f'Ov.." 11.1, r+\,. 1.,.1t st. r..,, c:. W<>..s 0 "'-$ I ,1-e .fi, I' """',kc~v, 1 1cQ.\ 1\A,; "'" cl-1'ov,S. IJ ' ('h_l.A,'A I C IN\ ~ \ ,' v,A I y; ,, '{-\AA i 1-1 v\$ c. rlA6 ~J ro c I( ~-(,,) o.vJ. T ... IIJ. !f1. 5.._ ..J a. .... J.. <11"<1\. \It_ I fs-7) we,re. So. ""' e> \.L ,A q,vu{ -l-<\. ¥-<, V\ -1-o +G-". ~r MA(..L, (' J,,~f,' ...... 1'1, lo..~ ' " \AJ.W ! ,'voJ.. T A s-t<. II"'-+ 1'0 V\ IAlo.<1-er-IM,Q,:"' I,'~ +:row\ +1~., ex,:dl""' ' 1'"" I o 1. .. ,). 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" D'lSi' <1riJ. t>f' + kt, "II. t.l, \ +. z:::11 .,... .. ~J. .j.J J .,a,J 'UAJ ~01.1,-\-\,-, ! ·'"" of .11_, vo .. I~ ,.,,1 p\.,u.J ;"' ri" \o<>'>-t 1: Hs a,~ (.C...,,,,A"VJ-\ \ ( 1,),( N.,. MIi'.< M.,t.,., -1<'.-tOpss D CONTlNUEO ON NEXT H'oV' +iu-Ca,,,,4-r.. t ti'o111 PAGE _,. '• 09/18/2008 15:08 4256498758 GEOGROUPNORTHWEST FAX TRANSM.lTTAL . GeOtechnical Engineers, GefJ/ogists, & Environmental Scientists · •' 13240 NE 20th Street, Suite 10 Bellevue, WA 98005-2022 Phone 425-649-8757 Fax 425-649-8758 To: Cl.ff [,J;/)raros From: Company: Da.cl\e-/1 LL.C.. Dnte: F"" No.: '-{2.5 "B13 'S4~ ~ 6/e"' ·_Wo.ele CJ /14 /_ 0 '1, . ' 11ris fux a-ansmittal consists of __:L pages. including this cover sheet. Th~ original will 8 follow by mail. COMMENTS 1F Z.5, 21,, Z.7 £,c To./ bo± PAGE 01/04 09/18/2008 15:08 4255498758 GEOGROUPNORTHWEST PAGE 02/04 • Group Northwest, Inc. DAILY FIEJLD REPORT Job No. 1D•te I l'age No. I Report No. -Geoteahnle,11 Englnoor.,, G@ologlsts & ~ ... '-lC!<\'Z.-1 «.J,~ lo~ I or I ?-7 Envlronmental Sc.lontlato 13240Nll 20th Street. Suite 12 Bellovue, WA 98005 r .. it+ N~~;~ ~5\J(.,>u-r 1f IU"~S'f & IOZ~AV't. $/;, Phonc4251649-8757 Fax4251649-8758 Permit No. Test qfpto)(, Referenced Maximum Dry Fill Moisture Test Dry %of No. Test Location ElcVlllion Compaction Density % Density M3XimunDry Curve pef pcf Density f:1\ A~j.._u_..t -t,, 1iri~Avt 0 50'\))1 t6S of NvJC •t.+ ~' '-~c--i S-5 \30-4-'l 3 12-'1-0 9'1 ® \«»W l!,;' S ..f Nw, •T 7 site fG.-3' ~ t 7-7 [31."2.. Io o w ... -w )lh ,:~ u) i...o+ 2., 12" so.._.\-\,. .-f ..... ; "' 56-1,'' 5-3 I 51. 'Y ,;. L/-i '2-'~. I 'l C, @ Lof 5, I~~ of !V'O.i V"\ 56 -o '1,, j, 5.9 /7. '7. 4-"IS blt111 \,.').Jt_ w ;t"' r,S() 1"-"Nor-~\.. -s+. 1:'w:. '. , ... ! °"' <;: -1-t. -\,, -i,p_&+ lo""1 M (. ii -~VI ,') f ' .(; \Ii "\<{ u.cX -h" ex. 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DAILY FIELD REPORT ,Job No. 1°·~11 {. ir•~e No. I Report No. -Geot&chnlcar Engineers, Georoglat& & G-11q2-1 q n o-i I or I ts £nvlronmnr,t.l Sclanthat, .frojed Nnme & Lochon l3240NE20th Street, Suit< 10 Bellevue, WA 98005 ,~tb~ ~,J; E~te1 $\A.ICorw,r s~ t1l"cl.sr&. 10-rJ A'ft .SI; Phone 425/649-ll7S7 FIil< 42$/649-8158 Permit No. Test Rcfi:rtnccd MmrnnnDty Fill Mo~turc TostDl'.)I %of No. Test Location ElcV'ation Compaction Density % Density Maximum Dry CUlVe pcf pef Density 1,.1 • .1.,. I 1 .. , t,,t",\.. B~<k..fi I © M<,l II\ \j \,\£-N of L•t '/'7 R.1.1..J.'l ..... (I S<,-(p S-3 1'3'3. q 13, 0 12..'I. I 'l 7 @ IM~:"' li""' -N of f!'Ei. .f i.ot 7/9 s.,.,..,1.,,~ 5~ -1.s' 'j. 2.. l'2-'·3 95 (§) Ltr\'.\. si,u,t,wt, 1S'5.,f,...,.,. 56'-r,,'\ 1. • I 12&, • g 95 (9, u,t 3 s/4\il\.C..1 IO'S ol'...,i., s~ -(,'' 7,g 130.I/-'It ® tpt'f. fiAJIW., Ld S of ,_I"' S(, -r,," \ ' \ ' 5.'B 11..7• '1 'l'1 blP1,11..1.lt.. ,,;, ~ \., GEO 61'0 .. .,. N.r+ 1,, \,,l's+. :r"' c. 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G1~,;;1')\ :I·, ·, 1••)'01, if'" ·11 , ii ,:! ~.~ tD~ 1.,~-'-~ _,_,_\ 7~4-:..___ ___________ _ 09/09/2008 18:25 4255498758 GEOGROUPNORTHWEST PAGE 02/02 ,, ___ . \. & Group Northwest, Inc. DAILY FIELD REPORT ......... 0:11;1t00'1Tl10t11 E1tl~lnM"a. GeoloQleti, & Job# I Dato I Pago # I Report# EIWIP'onrrentel SclertllJh G -1992-1 919/2008 1 of 1 23 Project Neml:! & LocaUon 13240 NE 20th Street, Ste 10 Bellevue, WA 98005 Talbot Ridge Estate,; SW Comer at SE 192nd ST & 102nd AVE SE · Phone 42&649-8757 Fax 425-649-8758 Permit# Te•t Referenced Maximum 01) FIii Test %of No. Test Location Elevetlon Compaction Density Moisture Dry Density Maximum CuNe pct % pcf Dry Density Sewer pipe backfill between Manhole 7 and Manhole 8 1 20' off MH7 towards MH8 SG-1.5 feet S-4 134.4 9.5 127.4 95 2 30' off MH7 towartls MH8 SG-4.5 feet S-4 134.4 8.9 130.5 97 3 30' off MH7 towards MH8 SG-3 feet S-4 134.4 10.5 129.4 96 4 30' off MH7 toward• MHB SG S-4 134.4 9.7 129.0 96 /J I/ / r SG-1ft abrevlates 1 ft below subgrade And}! Wade onsite as reguested for comeaction testin51 twice todai. Frontier construction was not readl this mornin9 as scheduled. We returned at 3em as agreed. Testine of fill eiaced :z:esterda:z: and toda~ Is shown above. Fills were eiaced in aeerox 1 foot loose lifts rolled with a excavator mounted hoeeack. Tests above show 2assing comeaction eercentages. An imeorted silt:i'. sand was used as backfill. Fill was olaced over the oioe laid between the 2 structures listed above. /J / ' /fa/ =n-" , ,.,., /" Copy lo: DamellLLC _LlContlnuod Mr. Mike Meius -KCDDES on next page Frontier Construction 09/10/2008 16:01 4256498758 GEOGROUPNORTHWEST PAGE 01/02 ., . ' .FAX TRANSMITTAL • Group Northwest, Inc. ~ Geotechnloal Englnaf.lra, t'.3Gologist$, ~ . environmental Solanlists . l 3240 NE 20th Sttcet, Suite 10 Bellevue, WA 98005-2022 Phone 425-649-8757 Fax 425-649-8758 To: G li ~ v..J; I) ra rf.J s From: ~t.M,, Company: Da,.cc e.ll LL.c... Dnte: ~ Fru< No.: 425 ~"13> 'B~"'l 1 This fux transmittal consists of '7--pages, including this cover sheet. TI1e original will 8 follow hy mail. COMM.ENTS CG: Fv-onh & C.ons+n,.{, +r or,, -A Hr-: /(/ ... )L_ e,, P.q,:i,.; (2-S3) (, ?,:') -q7:,97 • E:ti c:.l"s ed .oive.-~i I~ (r<. / J ~~or1"Jt -JI: 1-tj ,.\;.:: Tq,/ bo+ E1J,t2 '£.15. fa. te-s . - cc.: Miit Me.i I-IS -t>01;..S f"..¥, in~ 7~% "---••·, ··---· "1 I 71.f- 09/10/2008 15:01 4255498758 GEOGROUPNORTHWEST PAGE 02/02 • !DAil Y FIELD REPORT Grouie Northwest2 Inc. -=-~13dink:al 8\gfn(l(fl'I, ~Ql!'lb, & Job# I Date I Page # I Report# lil"IYrof\mantal Sclertlsb G -1992·1 9/912008 1 of 1 24 Project Nama & Location 13240 Ne 20th Street, Ste 1 o Bellevue, WA 98005 Talbot Ridge Estates SW Comer at SE 192nd ST & 102nd AVE SE Phone 425-649-8757 Fax 425-649-8758 Purmtt# Test Referenced Maximum Dry FIii Teat % of No. Test Location Elevation Compaction Density Moisture Dry Density Maximum Curve pcf % pol Dry Density Sldo Sowor backfill for 19218102ND AVE SE off sewer main 1 ovor sewer main SG S-4 134.4 9.7 132.0 98 SG-1ft abreviates 1 ft below subgrade Andl Wade onsite as reguested for comeaction testin9 todaf A side Sewer off the new Sewer Main was bein9 installed todal, Testin9 of fill elaced }!esterda}! and todal is shown above. Fills were eiaced in aeerox 1 foot loose lifts rolled with a excavator mounted vibrato!}: sheees foot. Tests above show eassin9 comeaction ~rcenta9es. An imeorted silt~ sand was used as backfill . Copy to: Darnell LLC ...2LJcontlnuod Mr. Mike Meius -KCDDES on next page Frontier Construction 09/04/2008 17:05 4256498758 GEOGROUPNORTHWEST PAGE 01/03 ,, : .. •, FAX TRANSMITTAL ~ -Group Northwest, In.c~ ~ Gocteehnlcal Enginoers, Geologist,, & Env~onmentol Soiantis1s . 13240 NE 20th Street, Suite 10 Bellevue, WA 98005·2022 l'honc425-649-8757 Fax 425-649-8758 To: C /j.(?::' kh V rams From: G/e. .... W-...h "' Comp:wy: DQi c.1::i. e., II LLc. Date: "1.i_'J/ 0 '6 Fax No.: 425 ""B15 '2?~"! 1, This fux transmittal consists of 3 pages, including this cover sheet. The original will ~ follow by mail. COMMENTS CG'. &o ot-• el" l-<>r".lS+r1'.L +(or, -AHr-: !YJ ,-)L_e..- E-ak cz.s"3) c;;3~ -0,3'-/7 E,b. (.1,::1~ c:d "ll'"e.. b:ti l!:l (tG I J ~~o,-f-s #/fo-14 £..:: T~/ bo+ R;J~~ £-sfo.f-e-5. cc: M1¥..t Me.i\-\S -~01;..S +a'f:,' '2..0(a 'LG\0 1174-- 09/04/2008 17:05 4256498758 GEOGROUPNORTHWEST PAGE 02/03 A Group Northwest, Inc. DAILY FIELD REPORT Job No. ID7 / I Page No. 'Report No. -Geotflchnloial Englnoors, Goa1og1at11 & ~ l'l'IZ.-f 'l i-3 04 I or I 1-0 EnYlronmentJlt S~lontlsts 13240NE 20th Stn,et, Su;tc 12 Bellevue, WA9800S Project Name & Looatltsfl d 6-"14 f,..l~ri-R,'c~ ~ S ~\,l)(.fW.( Sf;l'IZ,"' Sf {OZ V"1... S£ Pho"e425/649-8757 Fax 42S/649•87S8 Permit No. Test Re!crcneed Maximum Dry Fill Moisture Test Diy %of No. >•"k·~t~n Elevation Comr,action Density % Density Maximum Dry Curve pcf pcf Density "i) ~•+S' sf .,; ...... 1,1 s .• ; · """"' "' ~ . .s' ~-5 r~o.+ 4.0 lz.7,5" 'l 'i? fj) r..ot'> ~:k u ....... , ,g' s. ~:F S4-2.' ~-5 13 o.'f-<l,. <a 11.,'i. 1 "l 9 n,,\.Cll,.I\,'\ ® l..+S' ~ ;.l,i l•>.-t,, ~ s of IW!i"' ~~ -1' 5-,; 130, i 'l, .q I 7.~. "l 'l" ® 15'\/Jof SSM\17 S6.-5' s-s \ 30. 'I--,i . {,, 12.,;. & 'l~ ® !.S' W cff/;Mt\ 7 54-f' ,;;-5 l30. If 4.0 I 30. 'Z... 'I 'I ~ 'JD w , f' 55M l-l 7 ~-£' S-3 1~3-9 'i. 5' 1,1.0 ci, (o 3,'W ,f S"5M fl7 ~-3.5' "i.) ft..1, 2.. "17 @ 1Ji' vJ .f $SM1-17 SG-J' 104 .. ,u .If ~' 0) L.ot".I. s,~l;= $~If 'b. (,, ri.. 7-I 95 <@ {...o t I@.. ,; t ikl: "'-l. :X,-f' ,, ,' 'l. Lf 1130, 4-17 Gl ••• 1.LJ, ,.,;+\, ,s,;:O ,_ -"'oi'"t\...,A•::1, ,:_, .. _ ... Qll\.S; k ~ ' . ~ a.-,,( 0 ' .J.es+-(O\M ""' ,+, 'o"" o-f .(~d ... , ... 1 .r; 11. Te,its " <'.~.\., .,,,, er, " LA, u. CA, __ n._c .l..'llv, ' e,+ , S" "I.' • j ,'.f:.l P(b<~r • • .,,\,o,~ . COPY TO: ~l\1 LI.-(. D CONTINUEO \:=-tt, ~ ti ef ON NEXT Mi \!t /\lll,h ... 1 .; DDE-5 PAGE 09/04/2008 17:05 4256498758 GEOGROUPNORTHWE5T PAGE 03/03 ·-.. I' -'~ & Group Northwest, Inc. DAILY FIELD REPORT ,Tob No. 1°•;/if.,/ O'fi JP•~• No, I Repm:i_11°' -Gootochntcal Englnoera, Goologl•ta & i.-!'l 'cZ.-1 I or t ~nvlronmental Sclentlata 13240Nll 20th S1r00t, su;1e 12 Bellevue, WA 98005 !fOioct Nome & Location k,,, J ,...,{ .11:~a .. ~i::. E'rl>,~j \f.l'\il.ltse1'12"' 1,/-&: 101 '.Ave .Sf: Phone 425/649-87$7 FRX425/649-8758 Permit No. Test Rcfi:rcnced Maximum Dry Fm Moisture Test Ory %of No. Tust Location Elevation Compaction Densily % Densily Maximum Dry Curve pcf pcf Density ~:~~ Q) lid OT '5M HG 1,0\ sc-y) s-3 \33, 6\ ~-'f j '3l.· 5 9cr ® 1¢ t,l i'£SM l·Hi ' $6-2 ,j, J, ~. I n .. <J.4-'f" & Let-I $/hi• ..t. ot 11-'S _;,,, $r.,-o' s-s l3D, if-i-5 I t'i. 1-'f (, Vi ~ !Jil-1,; &\lw.. ,f • o' S ...... f..., ;1,-0' s-3 l33,"I 7-~ 130, 'f Cf 8 ® Lett ~IA..\~"~ ,;, """'!..., ' S(,-o $, If-/1.f,,. It, '75 r'lJ ~'~ ,f >:S MH'l Q,-2..' 'f. 2. J'Z. t, " 'l5 (7) ~E o{SSMH(o SG-2' 'It ' ,. q. I l '2.( '" 'lb a-VI W,.,t. w 1.I.\,, 6r.;0 , 0 Y A N<>M\r\"'n:·.l, '"''-01,,,<; J<. -fovuih C.0 ..,.Ott ci t 14Vl ,le,f-:~ ~ -..• .l-\,o,l; +t,, 1 s•.t, -d-ar ,o.,...oo.d·,·.,..., s*°""''Jo..t,,{_ wil~;.,... .... .;. rfl{,"1ireV"'\.Qixt; A.,~ ..•. .It~-.,JJ ;1,·~V\o I k&/; ,A~ , vi c Iv) • ~ o.re~.s 111,,q-e.l : ..... DFl2 14-, i...ot 4 5i'e&,,I; ~ -= "'h~g .c.,.. ~JJ,+.'~ ..... ct S.r..~ -\1,, of 5SMH5. We.. wit l /"( ;},ul'V\ CV\ <rCJ+1· ... q, -6~ COPY TO: l:'l..l'IN. l \ I (... L.. C. D CONTINUED f,"'~lei-C,,""5~ C. +.i OV\ ON NSXT M:\u. lvu;""J-~l)ES PAGE 0ej.1'15/2008 13: 21 4255498758 GEOGROUPNORTHWEST PAGE 01/03 \ .. _~· . .. FAX TRANSMTTTAL -• GrouE Northwest, Inc. ......,..... Ge¢tP.ohnical Enginoors, G~ologlst$, ~ Environmental Scfentl!alots . . . 13240 NE 20th Street, Suite 10 Bellevue, WA 98005-2022 Phone·425-649-8757 Fa.'< 425-649-8758 To: Cl,£:. t.J,V[Q.r11S From: G·w,, Wa..k Company: DQ.cb e,ll LL.G Date: S/6'/oe;J Fn:s: No.: 42.5 ..g<}''.3 $3~1 i This fu.'< transmittal consists of · 3 pages, including this cover sheet. Th<a ori.ginal will 8 follow by mail. COMMENTS CG'. FY"otrb w c.0 ,,s+n ... t. tr'ok -AH,-,, !lL· /L. (2_, F~1.:· '"2..S3) ,3oi -q347 ' E:,a <-I" ~ i::: d "IY"e-!A1 i!9 Fi·<-I J R.e ~ Cr" T5, # 13 --8.:: T""l b()± ~;~~~ f;:-5 fu t e., S . Mi~ ' . DP~S cc. : Me,"'s - f..-1 (wy 7){~-1(1Lf- ~ 08,.,!l5/2008 13: 21 4255498758 GEOGROUPNORTHWEST PAGE 02/03 ~. DAILY FIELD REPORT {l[IE Group Northwest, Inc. 1-=--,-.,.,---...,......------..::c--=---=--,---;:-:-----i GIJOtochnlcal Englnoers, Goologlst& & EnvlronmHtal Sctantlata 13240 NE 20th Str~t. Sui le I 0 Phone 42ll649-87S7 COPY TO: D,..r-....e..[ \ 1 1,..(,. (. ,Job No. Pnge No. .r .. C. -W<l "~ Is .fu.t <\~ .+1-,. .L<.,....., rol 1,..... « I 1--.t.. ,. . s.3.f'f ,u,J. k.t.. fk,tt! "I.~ v....:i ~ G: e.o ri cl re.in fore.eel, or -f nrv, 5 ro,-CONTtNUeo IC,I ON NEXT . PAGE 08/.06/2008 13:21 GEOGROUPNORTHWEST PAGE 03/03 & Group Northwest, Inc. DAILY FIELD REPORT .lob No. l~tS/os IPnge No. IRepo,t~•· -=-CJootochnlcal Englneors, Goologlats & G-l't'l2-I 'l. of "2.. Envfronmontal Sclanu1t.1 1l240NE201h Strcc~ Suite 12 Bellcvuo, WA 98005 Project Nnme & Loeatf~% t!I,.+ tVLi i;,,+~+e5 ~vJcorwI' 5f 1qz...lst A 102-"'' All'I'. $ l'!lonc42S/649-87l7 Fax42S/649--87l8 Permit No. Test Rererenced MaximumDty fill Moisture Test Dry %of No. Test Location Elevation Compaction Density % Density Maximum Dty Curve pcf pef Density ...Lt .. I+ (s-1-,. ik.te--.f, .... ) (0 5' IJll.,f' ,...,,... .., .. , '1 V)' W,r lis,·k s,-o S'-3 n3. 'I 0-~ 11.1. 5 q5 R~t1, "f'" R.," c.' I I (i) YJ' f of~o..v. ltli' h.,.K t:i1 ,.¢ k~"' ..i111 top s-3 133, 't (0. '+ ri -,. 'I-'15 ® o0' J\J 6t5°wr..~~~ , ur.... I.S" +oo S-J 11$. "f f;.O. ( 7.::i .i 't7 G) \ IJ io'~ l<. v • fSw of'llt,r ro<l....., ,, bJI,., ~! s-J I g3,.c, q. / Jz.?...'f ''1'2. ~LB ;i.,; wofE · i;-,11,410.I~ ~\,.-;k '1,..(.,..) . [ ,._.,LIJ.p S-3 {? 3'. "f I0.1/-I !"t. <"f 10 .. Tes,1.s <l,~tt\r't &t!NlO\I\Strc,.k "' Ceti.\-... 1:,1-,_ ( OV"'\ l><I. C. ~ 1' 0"'1, . COPY TO: \)"'1'1'\1,\\/ LL-C. D CONTINUEO twV1+1e,r ON NEXT MiV...t Me,h•,S -~oi;s PAGE 08/15/2008 10:09 4256498758 GEOGROUPNORTHWEST PAGE 1 01/02 ., FAX TRANSMITTAL • G:roup Northwest, Inc. ........... Geotechnical Engln~t!rs, G~ologists, & 8wlronmental Scientiola 13240 NE 20th Street, Suite IO Bellevue, WA 98005-2022 Phone 425--649-8757 Fax 425-649-8758 To: M; 'µ Me,\ .. 'i. From: 6kWct.U. Company: l<; ... ;1 c. •. b~£5 .D~te: 4[__1s/c, t Fax No.: ~ z "t l, 7 I 7'1:. TI1is fax transmittal consists of 1-, pages,' including this cover sheet. 11,e original will ~ follow by mail. COMMENTS \)n, ct,) ;-~r-T-. lh.t I< i'/,g&, fs-l...Je1 r ...... ~·"+ ' 08/15/2008 10:09 4255498758 GEOGROUPNORTHWEST PAGE 02/02 ., _ .. , COMPACTION TEST REPORT 156 ~ ' "' ' 146 ' ... ' . -,,._ ' : 136 't, -' ...... Cl. ' ...... ;;£, ,, ·a, / .... ' C ., ,;, / ;:, " ' Cl .... , ...... ' 126 ./ ,,, "'" ' V ...... ~ r-,..._ ./ "- '/ ZAV for Sp.G.= " 2.64 116 - , 106 2 4 6 8 10 12 14 Waler oontent, % , Teet speelfioation: ASTM D 1557·91 Procedure A Mocliliod ' Oversize correctlon 3""iied to eacll coin! Elev/ Classlffc:atlcn ' Nat. %> % " Sp.G. LL Pl Depth uses AASHTO Moist. No.4 No.200 11.4% 2.64 19.7 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density= 134.4 pcf 128.Spcf . Gmy/B,:n, Silty S'"d w/On!vcl Optimum moisture= 7 .5 % 4). IJ.7 9.3% Project No. OQ..!05 Client: GEO Group NW Remarks: Project: (l.1992-1 Tlllbot RJdge Tested by: Mike Blackwell Rovi,wed by: Mike Blackwell o Source: Imnort Samale No.: 04 · 8/12/08 COMPACTION TEST REPORT A.A.R. Testina laboratorv. line. Plate 227 08/14/2008 09:07 4255498758 GEOGROUPNORTHWEST PAGE 01/03 ·\.,._j. " FAX TRANSMITTAL ....-::::=.. -Group Northwest, Inc. -Geotechnloal Engln..,.s, Ge<Jlogists, & Environmental Soientists " 13240 NE 20th Street, Suite 10 Bellevue, WA 98005-2022 .Phone 425-649-8757 Fa."' 425-649-8758 To: C /. .ff bJr /l fJJ ,n s From: G'w.,, We._~ -. Company: Da.co. e.ll LLc.... Date: s/14-'/0£< Fa."< No.: '-12-5 "'B 1'.3> 'is'.t1 .,, Titis fiL'< trnnsmittal consists of 3 pages, including this cover sheet. The original will e follow by mail. COMMENTS CG'. Fronf• ev> C.ons+r"'t. +t/)r, -AH,-,: !!It j£_ (2,., F~:i.: c2.s~,) ,:;c-i -'1'397 '61::, o::.ltt'.:!~d "'~e.-~1 J~ (r<-I J R~ ~"',. rs "if. I'+ ..f:c -ro.1 b,,+ R i~~e, f:.,$-/-a. t e-s . ( (. : Mi 1J.J., Me;;,;..s -DO~S r,,.-,i; (w G 'l..'t~-1(1!f- ~ ··~-·~. ~ 08/14/2008 09:07 4256498758 Gi,otochnlcar Engineer!\, Gr.otoglsts & Envlronmnntfll Selantlata 13240 NE 20th SITOCt, Suite I 0 Phone 42Sl649-87S7 COPY TO: ~Cl.tV\L I I I L-L ( /\A; k Me.,\/\ -0 l)E.S GEOGROUPNORTHWEST PAGE 02/03 CONTINUl!D ON NEXT f'AGE 08/14/2008 09:07 4256498758 GEOGROUPNORTHWEST PAGE 03/03 -· • & Group Northwest, Inc. DAILY FIELD REPORT ,lobNo, JD•tv 1. /o IPageNo, I Repor*I.'.]: -Gootochnlcal Gnglnaara, Geologl•tA & t.:-/'M2 -I <iJ I I 01$ ~ or -z__ envlron,ruu,tal Selontlstl lli40NE20!h Street, Suite 12 Bellevue, WA 98005 frf:i.~7J;.15~J°r,,r'"t ~£/flL<~+~ Wt"'~Art. SG: Phonc4251649-8757 Fax4251649-8758 Permit No. Test ,-ow:::np Rc1crcnccd Meximum!>cy FiTI Mo~ttirc Test Dey %of No. \,.. Test Location ,~~~ti Compaction Density % Density Maximum Dey R..~c. .~ Fdls Curve pcf pcf Density CT) :o' N .tswc,, S' ta.,~ j.(l,W, S-3 133','1 t.1 11.1,4-7( G) 5D' ~ors1AfL,,'1>o.c.k 10:JJ. :5-3 t'33.9 1, 3 II Cf,~ cro CB, to cB 5 (storwi) (T) <,;O ft vJ of " S-lf 131/-. 4-10. 3 ,2.1.3 CBC. S&-~ 95 Tes+s «.~o\/"C. ~ v....s+r,,.J..e ... er~ o+.._ t..lo_ Co""'-Dn Ct1'ov,, -bVV . COPY TO: l)M--vu.11, L L c. D CONTINUeo h'oV\-\-1' e,r-ON Nl!XT PAGE M: 'V--t Me; "'-s -t>b~S 09/05/2008 15:41 4256498758 GEOGROUPNORTHWEST PAGE 01/02 ( -, FAX TRANSMITTAL ..,.;;;;,,.. • G:rOUE Northwest, me .. Goolllchnlcal Erigbieoro, (leologlsls, & Envlmnn'2ntal Sc1entiste 13240 NE 20th Street, Suite 10 Bellevue, WA 98005-2022 Phone· 425-649-87 57 Fax 425-649-8758 To: Cli.ft:' tJdLr(J.mS F1•om: M,_1.:ltdv Company: o~cc fl,11 L/...G Date: 'Vo/'~g Fax No.: '(2.. 5 "$ '13 ~~'"11 This fax transmittal consists of ·?.--pages, including this cover sheet. Th~ original will 8 follow by mail. COMMENTS ., CG: FronfreV' C..ons+Y","{.. +r llb,_ -A /ir,: . . JYJ ;-/t:. e., Fa)c c-z.s:.) ,~") -4'3':/..7 ' C,)\ ,:_/c,~ c:d .qre. ~i 1!9 r,-~ I J Re~orT5 # 7.-1 -£IC T<?.I bo+ J<, ;J,e, vsfute:-s. C(: Mi¥..t Me.i 1'15 -t>DE:.S - I,t,,vx. io~ 1,~~ ,\ 7 4--~--·-·-.---.. --.-.~ ...... - 09/05/2008 15:41 4256498758 GEOGROUPNORTHWEST PAGE 02/02 ( • Group Northwest, :U:nc. DAILY FIELD REPORT Job No. 1D•t•q; 1 Ii I Page No. IRoport No, -oeotechnlc.i:11 Englneara, Geologlsta & ', O'fi I or J 'Z., I Envlronm@ntal sc1ent1•t11 Project Name ~ }:cation' I S:E /'IZ....,j S-,-. 13240 Nil 20th Street. Sulto 12 Bcllovu,, WA 98005 'f'~JL.-/-R.: ltA/.lf:.:f/-,.f.! .. s .-\. -st.Jt-d,..,.,.,;...Cl,1-~.J'Jiii ~ Phone 42S/649-87S7 P,x 425/649-87SB Permit No. J ' Test Relerenccd MaximumDry Fill Moisture Test Dry o/o of No. Test Location Elevation Compaction Density % Density Maximum Dry Curve pcf ,, J pcf Density lf'J L,;,f 1.. '1... S ;J,, r,e,w,.,-5C..-i.r;' ,; -~ I 3tf', q ,g,s J"J."1,1 "I '7 161 s ut, 14,,.,1,1 dvi!t5~ ~lfiA .6 LA 1--1-56 $-'3 J":},:1, L/ I/.? I 2.'5. "7 96 ~ 'feivir i1i .. 1,. tt:1 ~ ..t 1M S_t. ~ 7., I 5-:-,. i~.r~ -,, 5 /-:;. "6, s 16 (0 ' . f~e., mlA~h r::.' 1 ,.-4 /Yi H S,r-., 1/ I?), 1 ~ 1'1> l"J0,4 C:,'7 I'§/) } 1'5:..« L,,.+ l<l ,;;dt,,;ewer r~iH s r.. I 2-1i,G1J 1,L/ 127, I 1'5 'L)) Lot11 fiik. se,ive-r I) ~~ I lj /'?-i°?, 1 q,7 ) 2.6. ~ 15 -,1/ J ., ~ AJ,, I..A1ciL-.. {' Ge.= <'.3r""'" }.) lJ a,.-;,fe., "JS r -'·As -be.A /..,_ Lat @) I I F..-,.~+:,,r , r Cc .:::.;,..,, t~,~-+-r-.{.':;,,. <..om"""'-tr.,,., +c,+;-...r,. ,IJ~+; ve. 11~; cs l '6 -.:(_ A '.,... Lo~ ' / r: 1.J'o ITT , I . .,,,. e_d. A._ '--.. 1<..C·,/l "'"ti.'" ~ewer mo,,._""-A._i. -<>..we.r , . .J.;Jt+t...s .. 1-•• ) ,. HI. ~-<>~,Av.d\+-...--.,. J..,,I v;J,.,. r..r, "' '~· .,., Lo+ F'; }I, , "'l Qll,<>< T I / I ~7-fuf /"'o J lt:,(", /f>-Sf5 ~ l....,e, <I-... b,,.;$1'i>--.Q l.(},,.., l>A~f:,,..,, ' . 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DATE 7/zz/os REPORT NO ~ 7·-;·-, -v I , O CERT NO ,ff, ? ,5 c>.o · 2 - PROJECT -/ Pc ff j?, GI . ( r/ , , ' rqe_ LOCATION / 9 z,;:-,,1: /oz.-,,_,,/(uc-S.F r<ef'J/.-v/i BLDG. PERMIT NO. L.o 75r., o;L OWNER ADDREss, po Rc,x 21./ o I WEATHER /, d C tJv ty TEMP.,.-" -5 @ ~ :J C' ,Q!I. . ..., P.M. CITY,STATE,ZIP: !<>r~\A,'l\d ,wl\ q,zog3 ATTN: _____________________ _ SOURCE/SUPPLIER _vn_: k_.c.s_.Jf_z,'---I----CEMENTTYPE Y fl SET_, _OF_/_ CUBICYARDS PLACED :;,, Of /e,,S Sampled as per ASTM C-l 72 TRUCK# "7 / TICKET NO 2.o"/11 I TIME SLUMP %AIR UNITWT.,SF t}f 5 3/l -- ASTM C-143 ASTM C-231 ASTM C-138 SET __ OF TRUCK# CUBIC YARDS PLACED __ Of TICKET NO MIX NO Jg '/eor YIELD TEMPERATURE -"15" 55" CONC. AIR ASTM C.138 ASTM C-106'1 Sampled as per ASTM C-172 MIXNO ENGINEER I< a.>n, ;..;-- ARCHITECT CONTRACTO~/ movt' l!t1P'1e.f ACTUAL BATCH ct'" WEIGHTS FOR ..LP:.£. CY CEMENT '7"7"~ WATER TOTAL ACTUAL 8ATCH WEIGHTS FOR CEMENT FLY ASH C.AGG. C.AGG. FINEAGG. WATER TOTAL CY TIME SLUMP %AIR UNITWT.,SF YIELD TEMPERATURE ADM!X ! ________ oz ADMIX. I ________ oz. CONC. AIR ADMIX.2 ________ oz. ADMIX.2 ________ oz ASTM C-/43 ASTM C-231 ASTM (.)38 ASTM C-138 ASTM C-!064 ADMIX.3 oz ADMIX.3 oz. SAMPLE· DATE DATE AGE SIZE AREA TOTAL STRENGTH, TYPE NUMBER MADE TESTED DAYS SQ.IN. LOAD P.S. I. BREAK' 057{. '7-22 7:..2.,9 7 L/%8 /.).( 7 '-i L/ S"'l..Q )S-7/i ~ o?, 77 v >J--r q J,f, v v' 597?0 ",?7 / -g CP < 78" v 'if-I c, ,:, I'. v ._/' ~ I 3c; o ~~S'CJ S" ·C-31 cast/cure 0 -C-617 sulfur ca a:V-C-1231 ad ca Ji;r. *C-39 c linder 0 -*C-42 cores 0-*C-1019 emu OU[ p p p y gr 0 *C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLCOOO ZO Thermometer CCTHDOO 2" Air Meter CCOA I oo_· _. _rY-ccOCOOO I O • CCOC0002 INITIALCURETEMe:HIGH __ /LOW or DESIGN STRENGTH ..?aic pf'.Z-~ JNIT\ALCURINGTEMP.NOTRECOROEDPER 10.1.2 . -=='-,f-C..:::..------ (!Jn4r k w,BJ pkal 1Y 1 e,,,,ne4z-cl: ,,lo V,kt.f 5/,i.f, .' /;,Jf;j /tJ,7,J,f ,:,/- ~ed Q11S'i'/e ~e.-sfecJ IJ.4-S fte.J,1u((r t/.eeft/ .Jef;.. 77el/ 12.e_,'"'""f .;/=;!i:tJve .. PLACEMENT AREA & NOTES l,J{f./ei,.. iJ~S TEST RESULTS APPLY ONE TO THE ITEMS (i //Ari /rvt'faCIP,.. HEREIN TESTED.THIS REPORT SHALL NOT INSPECTOR(S), l'oJAME(S) PRINTED BE REPRODUCED EXCEPT IN FULL.WITHOUT t?l./t4~ THF. WRITTEN APPROVAL OF CASCADE INSPECTOR SIGNATURE TESTING LABORATORY, INC. REVISED 12/07 SIGNED BY ,;,..._ I J.-... .n. - COPIEST(): ... ,P~,~'~f ... l_S_' ._,,_,_~_l_-i.:_"--____ _ ? CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION. 12919 N,E, 126TK PLACE KIRKLAND. WASHINGTON 98034 EVERETT FIELD REPORT (425) 623-9800 (425) 259-0817 TO: _____ ~(:,...,.,El_......_b)l-l.l>Cl-<J· ),,CI:.....,, _ _.t:f:i.,Q,1,,]\')u,,,:\;'$;.;;._ _____ _ P D Pi0x: 240/ lt2B ATTN:-------------------------- {2) INSPECTION PERFORMED _ RESTEEUCONCRETE _ AESTEEUMASONRY -EPOXY _ LATERAL WOOD ~ESTEEL ONLY _ STA.ST/WELDING -STA.ST/BOLTING -OTHER------------ l"bcATION (AREAS) Do:b,,"'}J :boM \ 9l'l:12 ]± \J? ti) \.S 15) CONCRETE/MASONRY PREVIOUS REPORT No, WEATHER CONTRACTOR (3) ITEMS INSPECTED _ FOOTINGS AUGER CAST PILES DRILLED PIERS No. 133630........- = OWNER TEMP. @ -FOUNDATIONS AM PM _SLAB----- -COLUMNS £ALLS -BEAMS DESIGN STRENGTH (f'c) -..>.<:..l.!J..(.I..L-.,,.....a:::::. __ TOTAL CU. YD. PLACED--=,_.,::::_ _____ _ CY LvES _ NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS TEST RESULTS APPLY ONLY TO l"HE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT INSPECTOR(S). NAME($) PAINTED ____ -:=c-..U,'"'1.....1<:fl..!:.!_......:~-_;,W.,1..,/J;...l,;,l.:i.,__~-- BE REPRODUCED EXCEFT IN FULL, WITH· OUT THE WAITIEN APPROVAL OF CASCADE TESTING lABORATDAY. INC. INSPECTOR SIGNATURE CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 129'9 NE 126TH PLACE .. PFIEVIOUS REPORT No No 134366(../' KIRKLAND, WASHINGTON 9803,t (425) 823·9800 EVERETT (425) 259-0817 DATE CERT. NO. FIELD REPORT <;s-~-;2.0C>'is oso7-"?A- PROJECT l~lh-J-~:J.~e.. LOCATION .... TO: ~e.11:!lavt+ l./t,1"1"1e._i /C/;;/.'>l'Y Jl"',;J,n,J P,,1,::, <:.£::. (iQ . ..L... V'\ '\ BLD~. PENMIT NO. OWNER P. o. !3o25 ::i..~QI Lo7.i;&to1a. WEATHER TEMP. fij I:~ 16!:lJ I ~~ .. q,;;:Q1z3 Ove,v"c,..s+ @ ' ENGINEER n.... ,,,; el J" "· -·,K ARCHITECT ATIN:. CONTRACTOR . c-. ·~ AC.I • • 12) (3) INSPECTION PERFORMED _ LATERAL WOOD ITEMS INSPECTED -FOUNDATIONS ~ RESTEEUCONCRETE _ RESTEEL ONLY _ FOOTINGS -SLAB ·-RESTEEUMASONRY _ STA.ST/WELDING _ AUGER CAST PILES _ COLUMNS -EPOXY -STR.ST/BOLTING -DRILLED PIERS .x WALLS -OTHER -BEAMS (4) lta. !.d:l:: 16.10 lls . LOCATION (AREAS) ~) ON CRETE/MASONRY MIX NO. t!£..tf t50 ~ DESIGN STRENGTH (f'c) '3000 SUPPLIER rn: le$ TOTAL CU. YO. PLACED ,:;, ~ () SLUMP (INCH~· r/J " cl:_-;_ ~ If SPECIMENS CAST '{)(~::(ii) AIR CONTENT(%) -CYLINDER REPORT NO. lo\?'13~ _YES_ NO _ ITEMS INSPECTEOWERE IN CONFORMANCE WITH BLOG. DEPT. APPROVED PLANS • ' c.ove.r°"5'e,, Se+ t ma i t1 rn,·oe:J 4r:1'1?j check~ '3· f"!· ;2.C)og 8,e.fort #: /3JG,;~e, Cone.rel::~ REMARKS: C / eo....,-O..V\ ce.s By r:?.?aam TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITIEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 12/07 INSPECTOR(S), NAME(S) PRINTED ,Br:,'", n f A-±waad INSPECTOR SIGNATURE ~r ; ~1 1 SIGNED BY --"=e:,:::;;;r::,...:::;;;;;;:;;;=!!...._~~!::!:==3~-.:_--------- -~0 >EST0:-1-T--~~9.~'l.~S"_· ---------- AM PM CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N,E, 126TH ,.LACE KIRKLAND, WASHINGTON 9803• EVERETT FIELD REPORT (425) 823-9600 (425) 25,9-0817 TO: --~13-...e ... ,~l ~v:o~P~n~±-· __.)k=· ... =~kS~------ 9?-P. B ry ;29;,J ATTN:----------------------- (2) INSPECTION PERFORMED _ RESTEEIJCONCRETE _ RESTEEUMASONRY -EPOXY _ LATERAL WOOD :..4C°RESTEEL ONLY -STR.ST.WELOING -STA.ST/BOLTING -OTHER----------- PREVIOUS REPORT No. PROJECT ----- " I a,.) b p LOCATION CONTRACTOR 13) ITEMS INSPECTED -FOOTINGS _ AUGER CAST PILES -DRILLED PIERS • -i: I No. 134266 A c:;;r -FOUNDATIONS AM PM _SLAB---- -COLUMNS ..!:::-WALLS -SEAMS CYLINDER REPORT NO. ---------- _ YES _ NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. OEPT. APPROVED PLANS REMARKS: £tbcr ~( '4)A}W: r1z:n b k Cl v\:d:.k } k, .. l ll)bd:W 0'.) .,., 6&" bf ~)aY\S, Wo.h.rcs~f ~n f'\a:e-r aon>nrl, ~ww-.1..h.:r l+>c.14-Co:o,E,:,nt ~ i •\)bj,}x:&Ee-fih4 \,j~\W Q.tf\,,&:m ~ ~E.,,t4*\,S CM •'&/sl 11 ft+: r),4,,,4 • 6b':J b C'~,Qc.[,.-\)¥ \4)a)\ Q IC TEST RESULTS APPLY ONLY TO THE ITEMS HeREIN TESTEC. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUTTHE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. REVISED 11107 SIGNED BY ____ _::::::~~:'.::==::::::::=::_.,2:;;-~:::=~:::;===------ COPIEST0:_/3~;i(:<.;·.' '-t-=8."'-fl.:..111 _________ _ , CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 129H' NE 126TH PLACE .. PREVIOUS REPORT No No 134366(....,/ KIRKLAND, WASHINGTON 9803,4 (425) 823-9800 EVERETT (425) 259-0817 DATE CERT. NO. FIELD REPORT c;; -~ -~C'.>6 oso7-:,A PROJECT :-r.::: ,~ G2,.;J.de.. LOCATION - TO: j:3e.\ Y!)Qvt+ He r".l e.~ 1q;;ixx 1/'l;),n,,/ F\,,o -.£. , "' '~n1 I e.~G. PEHMIT NO. OWNER P. 0, f'2x, lS ;l..:fQ I Lo7i:.IQ.01a. WEATHER TEMP. AM ~j i::IS, l,a.!'.li' I fs.!d , :!~~3 ove.,,..CAS+ @ PM I ENGINEER n,..,.,iel ,T kos .... · k'. ARCHITECT ATTN:. CONTRACTOR . c-,~ . ' P\c'T • (2) (3) INSPECTION PERFORMED _ LATERAL WOOD ITEMS INSPECTED -FOUNDATIONS ~ RESTEEUCONCAETE _ AESTEEL ONLY _ FOOTINGS -SLAB ·-RESTEEUMASONRY _ STA.ST/WELDING _ AUGER CAST PILES _ COLUMNS -EPOXY -STA.ST/BOLTING -DRILLED PIERS X WALLS -OTHER -BEAMS (4) ~!.!.Ii \.,Jg 11.s . LOCATION (AREAS) ~) ONCRETEIMASONRY MIX NO. !!1..tf 6CJ ~ DESIGN STRENGTH (f'c) '3000 SUPPLIER t!l: I~ TOTAL CU. YD. PLACED 1, 't ('.) SLUMP (INCH~· fn " f.f1 ' ,, SPECIMENS CAST '{'t,. ~--(,1,) AIR CONTENT(%) -CYLINDER REPORT NO. Co'i?',3~ _ YES _NO._ ITEMS INSPECTED WERE IN CONFORMANCE WITH·BLOG. DEPT. APPROVED PLANS ~ · c.ove.re,~ Se.+-t ms i vi ±:cu·ne,;,f ~r:,'nj chec.ke:{'. '3· l"I· ::U,08 Be.fort :fl= !33(,,,"3t!> Conc;re:f:e. REMARKS, c / et>...'(' o..v, e,e..s obce rrwrh ) By taaarn TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE: WRITIEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 12/07 p/gced I SIGNED BY --====:,;;;;::...:;:;;;;;;;;;;;==!,.,_...cj~!::!'.':::::!;~-.:._--------- -~c.Es TO,-iT'-....._ _ _.Cj= !..!",<.· ___________ _ COMPRESSION REPORT "' /I .1 IJo ,. .. .,_ -o. CLIENT: ___ ..;~;::;:;..;;;_ ____ , __________ _ ADDRESS: __ -'-P-'~'-n'-'----'~----"'-=---'c&..a.;..~~,:;>-'/----- CITY.STATE,ZIP: ~ ,C,-,q 9a'c:>83 ATIN:--------------------- SOURCE/SUPPLIER r,..dfc....._. ... l-"~fJ.,,.'.5=.-____ CEMENTTYPE: ;rro; SET_LQF 1-CUBICYARDS PlACED2.:f_OF /00± Sampled asperASTM C-172 TRucK #111.d u TICKET No. 1-1 r ,r , 'f Mix No. L'9i4(X)-(!- TIME SLUMP %AIR UNITWT..SF YIELD TEMPERATURE lo:o< <i (( ----co'72° Af'r" ASTM C-113 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-1064 SET __ OF __ CUBICYARDS PlACED __ oF_. -Samp~ TRUCK # TICKET NO. MIX Nn TIME SLUMP %AIR UNIT .. .JELD TEMPERATURE -~ CONC. AIR -ASTM C-143 ASTM C-231 ASTM C-13B ASTM C-138 ASTM C-1064 SAMPLE DATE DATE AGE SIZE NUMBER ,MAi;JE TESTED DAYS /7-.31 ?Z, fJ. I "t'r'6P 8-JIJ 7 c.r~ 17 . .3 Z. / 9-6 Z?J t / I Z.3 3 / 9-e, '7~ 'i' REPORT NO. 68296c---'' ACTUALBATC~ ACTUAL BATCH WEIGHTS FOR CY WEIGHTS FOR CY I CEMENT 'l'-l"lo CEMENT I FiJASH h g.,:::: FLY ASH I C.AGG.~ I 'FI 5" 4,,..., C.AGG. I C.AGG. C.AGG. I FINEAGG. /o/9(Y) FINEAGG. I WATER !5!:C/9 WATER TOTAL . TOTAL / ADMIX. I OZ. ADMIX] / oz. .J ADMIX.l oz. z oz. ADMIX.J OZ. MIX.3 oz. AREA TOTAL STRENGTH, mE SQ.IN. LOAD P.S. I. BREAK' ) 7,572 371,so ~02..0 "'BSbO 1./660 $ 57 & <:'7' YS'7o b ~C-31 cast/cure O -C-617 sulfur cap 'j;l. C-1231' pad cap }.l.!C-39 cylinder O -*C-42 cores O -*C-1019 emu grout O *C-109 cubes Cascade Testing Equipment ldenciflcation: Stump Cone CSLCOOO __ Thermometer CCTHDOO __ Air Meter CCOAIOO~CCOCOOOI o. CCOC0002 INITIALCURETEMP,HIGH __ ILrm __ M DESIGN STRENGTH fc '.J,cioo ~ITlAL CURING TEMP. NOT RECORDE PER 10.1.2 TEST RESULTS APPLY ONE;TOTHE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITHOUT THEWRJTTEN APPROVAL OF CASCADE TESTING LABORAlORY, INC. MSED 12/07 .G '- ,{._ l!t "I CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 ·.. (425) 823-9800 EVERETT ·· (425) 259-08 l 7 COMPRESSION REPORT CLIENT: Be I Im Oh± Hr, t·M'$ ADDRESS: p.o. ROX :l'::(Of c1TY.sTATE.z1p, K;rKt .... .,J. 0,JA. gg:oz::, I ATIN:--~----~~--'--'---'----'--'--'---- SOURCE/SUPPLIER .J.P'.I!.!.!.; ,_,) e.::.S"-_____ CEMENTTYPE: 'l.-J1: sETJ_OF :l._ CUBICYARDSPlACED~OF~ledasperASTMC-172 TRUCK#l"'l\~l..) TICKET NO /<;"(460f MIXNO t'11g62. TIME SLUMP %AIR UNJTWf~SF YIELD TEMPERATURE <q:l(S-G ., . ---CONc:,O A1RSr • ASTM C-143 ASTM C-lll ASTM C-138 ASTM C-IJB ASTM C-IOM SET :;t_ OF~ CUBICYARDS PlACEDM{OF~ Sampled as perASTM C-172 TRUCK # ~ (; 4 TICKET NO. 1'11g/ '7 MIXN0.1$40~ TIME SLUMP %AIR UNffWT.SF YlELD TEMPERATURE 12·.:0 LP II . ....._ --CONc'.'X)AIRS 7 ASTM C-1'43 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-1064 SAMPLE DATE DATE AGE SIZE NUMBER MADE TESTED DAYS ) ,4q ~-~a$ C/-1 7 L/r/$ )750 I Cf-z.z. ::ti \ / 751 'I q,z.z. .2..8' J_ ) ,52. ~ ~ ;2,_g.. "~ 9-/ 7 1../-;..r - SEE FIELD . . RNEOP.ORT 6 8 ·4 3 2 .__.... REPORT NO. /343'26 r ACTUAL BATCH WEIGHTS FOR 'I \ . CY CEMENT L/.Cf3 0 FLY ASH gl{O C.AGG. :157 "-6 \('/ 0 C.AGG. FINEAGG. /fog~ WATER IC, trD TOTAL ACTUAL BATCH WEIGHTS FOR CEMENT FLY ASH C.AGG. C.AGG. ,;~ ;I. FINE AGG. WATER TOTAL ADMIX. ! _______ OZ. ADMIX. l _______ OL ADMIX.l _______ OZ. AOMIX.l _______ OL ADMIX.3 OZ: ADMIX.3 OL AREA TOTAL STRENGTH, TYPE SQ.IN. LOAD P.S.I. BREAK* /2..57 i../L/.,530 3S'-/O . ' J_ 11 .87 ~4/80 '352.0 1-J "753 I 9-Z..Z. ;;2.$, I I ..J. ~ 1751 J-9--Z.2 ~g _J- -C-31 cast'cure 0 -C-617 sulfur . -1231 d ca ~C-39 linder • *C--42 cores o. •c.1019 u Ut 0 'C-109 cubes ~ cap 'lf'."t pa p cy O an gro Cascade Testing Equipment Identification: Stump Cone CSLCOOO ..k Thermometer CCTHDOO i Air Meter CCOA I 00 __ & CCOCOOO I O • CCOC0002 INITIALCURETEMP,HIGH __ ILOW "' DESIGN STRENGTH '.360.::r 0 INlTIALCURJNGTEMP,NOTRECORDEDPER 10.1.2 -'-===-------- Pl..ACEMENT AREA & NOTES ~::c1(yi~11Ql!l.S...~::::.....1,,,t,a.f;l~-f!,,'1'u~L..tt.].t,!Jtd....Jt.1....__ ___ _;_ ______ _ L_~Jl~ ... 'i TEST RESULTS APPLY ONElO THE ITEMS HEREIN TESTED.THIS REPORT SHALL NOT 8E REPRODUCED EXCEPT IN RJLLWITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 12/07 INSPECTOR SIGNATURE SIGNED BY CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION · 12919 N.E. 126 TH PLACE KIRKLAND, WASHINGTON 98034 (125) 823-9800 EVERETT (-425) 259-0817 COMPRESS/ON REPORT CLIENT: {?e( ~l'l<r 1,/o~t?S ADDRESS: e ~ ~ ~Yilf CITY,STATE,ZIP: k.,vkkJ ii: ~~ ATIN: ___________________ _ SOURCE/SUPPLIER -+Jb'-+-.'_._l=e.-"'z: _____ CEMENT TYPE: ft'• 'ft;-, SET_J_OFJ_ CUBICYARDSPlACEDLOF.H_ . Sampled as perASTM C-172 TRUCK# TICKET NO MIX NO TIME SLUMP %AIR UNITWT .. SF YIELD TEMPERATURE 'J,.2o [; ·1~ . ' '---CON,& .)Nil(' / - ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTM C-1061 SET __ OF __ CUSICYARDS PlACED __ OF __ Sampled as per ASTM C-172 MIXNO TRUCK# TICKET NO TIME SLUMP %AIR UNITWT.,SF YIELD TEMPERATURE CONC. AIR ASTM C-143 ASTM C-231 ASTM C-138 ASTM C-138 ASTMC-IOM SAMPLE DATE DATE AGE SIZE NUMBER MADE TESTED DAYS r,,J 'B'J. ?. 2,5 9 -I 7 t,, )( Q- /)t.../ t;r <./ Q--2 'Z.. 2.../r ~ tP'-1<:< r ~ ~-7 '2. .2.~ ' SEE FIELD REPORT NO. 3,/ 7;).... REPORT 64741 NO. C NTRACTOR ACTUAL BATCH WEIGHTS FOR CEMENT FLY ASH . C.AGG.~1 C.AGG. FINEAGG. WATER TOTAL ) 06 1../.'fb ACTUAL BATCH WEIGHTS FOR CEMENT FLY ASH C.AGG. C.AGG. FINEAGG. WATER TOTAL CY ADMIX. I ________ OZ, ADMIX.! ________ OZ ADMIX.2 ________ oz. ADMIX. 2 ________ oz. D A MIX.3 oz ADMIX.] AREA TOTAL STRENGTH. TYPE SQ.IN. LOAD PS. I. BREAK* /2-~ 7 <;/~ '$ 0 J ;;_ '-{o C'." " .1/' . 11Y-'C-3 I casr/cure O-C-617 sulfur ca ..Y-t-1231 ad C -39 c linder t:J -*C-42 cores 0-*C-1019 emu rot p p ap ~ y IVl?CITTU~ 0 *C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLCOOO ::2...:rhermometer CCTHDO~ir Meter CCOAIOO__.a"'."'ccocooo1 o. CCOC0002 INmAL CURETEMP.! HIGH __ ILrm __ o, TEST RESULTS APPLY ONE TO THE ITEMS INSPECTOR(S), NAME(S) PRINTED f?..t_l.t:t.1::1. f2 , .q:-'~ a7rf._ HEREIN TESTED.THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITHOUT INSPECTOR SIGNATURE ~ ......-,_ /h _,<112'?@ THEWRITIEN APPROVAL OF CASCADE .---"? TESTING LABORATORY, INC. -REVISED 12/07 SIGNED BY ...Z... COPIES TO: tf(.. 9-/.5 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.e. 126TH PLACE KIRKLAND, WASHINGTON 98034 EVERETT FIELD REPORT {425) 823,9800 (425) 259,0817 ATTN:------------------------- (2) INSPECTION PERFORMED ~ESTEEUCONCRETE _ RESTEEUMASONRY -EPOXY _ LATERAL WOOD _ RESTEEL ONLY _ STA.ST/WELDING -STA.ST/BOLTING -OTHER------------ ~bNCRETE/MASO(lRY SUPPLIER '(Y\_1 \e,.<-:i MIX NO. {"'6YCC?r: f"'. 't.. ~ SLUMP (INCHES)_;D:::.._,_I::... ~--------------- AIR CONTENT(%) .:...==-------------------- PREVIOUS REPORT No. DATE 7- (3) ITEMS INSPECTED -FOOTINGS -AUGER CAST PILES -DRILLED PIERS No. 133172 VI AM PM -FOUNDATIONS _SLAB---- -COLUMNS lll'..wALLS -BEAMS DESIGN STRENGTH (l"c)·1C,O TOTAL CU. YD. PLACED--="'--~-..------- SPECIMENS CAST f../ -{. ') ) CYLINDER REPORT NO. l,zlf• 7 'fl _YES_ NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLOG. DEPT. APPROVED PLANS TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WAJTIEN APPROVAL OF CASCADE TESTING LABORATORY. JNC. REVISED 12'07 .. ~~--,,~-e#~ ~:::;: INSPECTORSIGNATURE ~=-"-~~ ~ ___ ~ SIGNED BY COPIES TO,_,!!:>::::.,,._....,/<~/,.._.,_< __________ _ , , CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12'119 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 (425) 823-9800 EVERETT (425) 259-0817 COMPRESS/ON REPORT cuENT:_.B:e....::..e.,__\ M-'o=-=v+'-'-....JHc:..:o::.cifllK.""""°'<;,__ ______ _ SEE FIELD REPORT NO / 32f;o/ DATE 7/2-z../05 REPORT NO 67775 CERT. N'2,6'c> 7 . '3 2 PROJECT "T,1/A-:, ff R,dqe_ LOCATION /9 Z-<'A" / CJ Z-µ, ,lt,r .S:F. l?e,1 fur] BLDG. PERMIT NO. L-r:, 7SI{ o;L OWNER ADDREss, po E,ox· .zy o I WEATHE~/,,(;dy' TEM".5-Sv @ 8': .1 S" :. CITY.STATE.ZIP: !s>\;lA!lld ,wit qgo8'.3 ATTN:·--------------------- SOURCE/SUPPLIER ---','))_; k_;:;..5_1'-"z,;__/ ___ CEMENT TYPE: 't-1J SET_/ _OF_/_ CUBIC YARDS PLACED~ OF /OS Sampled as per ASTM C-172 TRUCK# -i I TICKET NO '21/!<f'1l MIX NO /8 </eo r TIME SLUMP %AIR UNITWT.,SF YIELD TEMPERATURE 6:}f 5 3/l' ---7!.>"' sS" CONC. AIR ASTMC-1<3 ASTMC-231 ASTMC-138 ASTMC-138 ASTMC-10£,4 SET_OF TRUCK# CUBIC YARDS PLACED __ OF__ Sampled as per ASTM C-172 TICKET NO MIX NO ENGINEER kafa,~ ARCHITECT CONTRACTO~/ . . mvvr 1/o..-nes ACTUAL BATCH « WEIGHTS FOR /I), Q CY .g;: /bs. TOTAL ACTUAL BATCH WEIGHTS FOR CEMENT FLY ASH C.AGG. C.AGG. FINEAGG . WATER TOTAL CY TIME SLUMP %AIR UNITWT.SF YIELD TEMPERATURE ADMIX.I _______ OZ. ADMIX. I _______ OZ. CONC. AIR ADMIXl __ :....__ ____ oz. ADMIX.2 _______ oz. ASTMC-143 ASTMC-231 ASTMC-138 ASTMC-138 ASTM C-10/A ADMIX.3 oz. .A.DMX.3 I oz SAMPLE DATE DATE AGE SIZE AREA TOTAL STRENGTH, TYPE NUMBER MADE TESTED DAYS SQ.IN. LOAD P.S.I. BREAK' 0171-?-ZZ 7'-2--'1 7 f/,,,r!!, /.).('7 '-/L/ 8-'LO 'ls-?n ..;- 0~77 v ,;}--('? 78 v V' c:,77/j" v' 'K--{C, ,, ¢1 v ...,- -C-31 cast/cure ~ D -C-617 sulfur cap llV-C-1231 pad cap ~-*C-39 cylinder 0 -*C-42 cores D -*C-1019 emu grout D *C-109 cubes Cascade Testing Equipment Identification: Stump Cone CSLCOOO ZO Thermometer CCTHDOO 2i Air Meter CCOAIOO __ CV.CCOCOOOI D. CCOC0002 1N1rv.,cumEMe:HIGH __ 1Low __ ~ DESIGN STRENGTH J'a?t' p.r:Z-EJ INITIAL CURING TEMP.NOT RECORDED PER 10.t.2 . . ' PLACEMENTAREA&NOTES t'M¢«K r,&S p~ed P//'",n,e#t-ck ,:,,lo 1/),/l't .s4!, .' fev+,j. ftl;J-#l ~ l.,;tile."' lvAS ilt/Jed ons-,ie. &sbej tJ.4-S fre,J,1v.sf ckltl <dee, r-:e1,1 ~<l'rf #tfkve.. TEST RESULTS APPLY ONETOTHE ITEMS (I II.Jc! f'-,e/,{ty HEREJNTESTED.THIS REPORT SHALL NOT INSPECTOR(S), NAME(S) PRINTED BE REPRODUCED EXCEPT IN FULL.WITHOUT t?/ff4i--c THE WRITTEN APPROVAL OF CASCADE INSPECTOR SIGNATURE TESTING LABORATORY, !NC. REVISED 12107 SIGNED BY '">w..... I J...../'J " . . COPIES TO: f{?, J" { ~ I I SIGNIFICANT TREE and SOILS AMENDMENT BOND QUANTITY WORKSHEET (Planting & Existing Trees and Recreation Space) ( complete and attach to Tree Plan) Date: 6/10/08 Project Name: Talbot Ridge Estates ODES Project Number L07SROt LO '7 5 /(.e) I 'l 1:·,. ",,~,; ""··1''"'i ;ir:'.'·,:".1'11.l.t., ~\/ .;.i/(1i;."2 I. Soil Preparation Topsoil to 8" depth in disturbed areas Mulch/compost 2.5" depth rototilled into soil Fertilizer for j,Iantings Removal of invasive species Irrigation (watering during dry months) 2. Plant Materials Deciduous Trees (Nursery Stock) Calioer: 3" cal Evergreen Trees (Nursery Stock) Calioer: 2" cal / 6' ht Other: 3. Labor & Equipment Costs Labor: (planting and soil amending) *Equipment: 4. Tree Protection Measures High Visibility Fencing Tree Stakes 5. Monitoring Costs 3 years monitoring with reports •Existing Significant Tree Values Other: Other: SUBTOTAL 30% CONTINGENCY & MOBILIZATION TOTAL PERFORMANCE BOND AMOUNT First $2500.00 shall be cash Quantity Calculations completed by: $6.67/cv $175 $115 $35 $2.65 $ 1,000.00 Approved by Site Development Specialist: * Default Tree Value 1 4 7 11 33 18 ~ lE (C lE B~ lE IQ) JUN 12 200B $6.67 $700 $805 $385 $87.45 $18,000 $19,954.12 $5,986.24 $25940.36 Included in LUIS Insnection fees --------------------------------------- SIGNIFICANT TREE RETENTION and SOIL AMENDMENT PLAN BOND INFORMATION (Planting & Existing Trees) This Significant Tree Retention and Soil Amendment performance and maintenance bond (for replanting and existing significant trees and for compliance with the Soil Amendment Plan) is to ensure that the work is performed as approved and that the significant tree replacements are planted and survive. It is also to ensure that the significant trees to be retained are in a healthy state and replaced as approved by the approved significant tree retention plan or DDES approved (documented) revisions to that plan. The planting portion of the bond is for a period of three (3) years monitoring from the date of tree planting installation acceptance in writing by DDES or until the approved Significant Tree Retention Plan has been successfully complied with (this is normally when the street tree bond is released). The portion of the bond for soils amendments can be released at final inspection approval by the LUIS Inspector for plat recording if the work has been accomplished per the approved plan. This Significant Tree Retention (Planting) portion of the performance and maintenance bond remains in affect for three (3) years with DDES monitoring or at the time of final street tree approval and bond release, whichever comes first. If the Tree Retention Plan is not in compliance at the end of the street tree monitoring period LUIS can forward monitoring responsibility to DDES Site Development Services. DDES Site Development Services will assign an inspection/monitoring tracking number and bill the permittee the hourly rate in effect at that time as established by the King County Council Fee Ordinance. The permittee/developer is responsible to post the Significant Tree Retention and Planting Bond and Soils Amendment Plan with DDES (Financial Guarantee Section) prior to the LUIS pre-construction meeting and prior to starting any site work/disturbance. A private agreement may be necessary between the plat permittee/developer, the future builder and the future landowner to ensure continued access for DDES inspections to the lots for the three (3) years monitoring or until the approved Significant Tree Plan has been complied with. This may require legal documentation as requested by DDES and is the sole responsibility of the plat permittee/developer to secure this agreement. A copy of this agreement shall be submitted to DDES Site Development Services and the LUIS Inspector. The future builder/landowner on the referenced lots that include significant trees ( existing or planted) shall not remove or damage these trees in any way without prior approval (a permit may be required) from DDES -Site Development Services. It shall be the responsibility of the bond holder to request bond release from DDES. If at the end of the three(3) year monitoring period ( or as extended) the Significant Tree Retention Plan has not been complied with the bond may be forfeit to King County. It is the responsibility of the bond holder to perform monitoring and maintenance of the - plantings as stated on the DDES Significant Tree Retention Plan or as legally assigned to others as stated above, or until the 3 year final monitoring inspection has been completed by DDES. Status reports on planting success shall be submitted to DDES Site Development Services a minimum of once per year. If at the end of the three year monitoring period the reports have not been submitted or the work not performed per the approved plan the bond may be forfeit as stated above. Submittal of this bond by the permittee/designee and acceptance by DDES constitutes acceptance of the above stated conditions. Web date: 06/29/2007 ~ King County Department of Development and Environmental Services 900 Oakesdaie Avenue Southwest Renton, Washington 98057-5212 206-296-6600 TTY 206-296-7217 DROP-OFF COVER SHEET FOR LUSD ONLY For alternate formats, call 206-296-6600. Drop-Off Cover Sheet for Land Use Services Division ooooooooooooooeoo IMPORTANToooooooeoooeooeee DATE RECEIVED BY:J..U~ Project No FROM Company Name / Contact Person Teopho,, No ~ JI if--Z/ "-L TO IJ/U~O Ji/? ADDITIONAL INFORMATION REQUESTED BY KING COUNTY STAFF (please print) Short Plat I Plats Please specify item(s) dropped-off: (J)~ ¥ A-u) .fU..., /J~ Lot Line Adjustment Permit Please specify item(s) dropped-off: Right of Way Permit Please specify item(s) dropped-off: Clearing/ Grading Permit -Additional information requested. Please specify item(s) dropped-off: ill!!fil: LAND USE INSPECTION AUG 112008 RECEIVED C) -C") _r;;;, I °' to> .., r,, c,, :Jc: N .. ~ \D ·-- f"J!! , .. ,. V-•1 -•:- ' rr: C PLEASE NOTE: All drop-off item(s) will be logged into the computer under the project number, therefore, it is important that the top portion of this form is completed properly before you drop-off anything. Assistance in finding a project number can be provided by speaking to a Zoning/Land Use Technician. Your cooperation is important Thank you. Check out the DDES Web site at www.kinqcountv.gov/permits Drop-OffCoverSheet-LUSDOnlyFORM.doc lg-cvs-dropoff.pdf 06/29/2007 Page 1 of 1 NOTE: For Options 2 and 4b, use this worksheet ii you plan to use the pre-approved compost amendment rote of 2.5 inches. This worksheet should not be used ii o custom compost amendment rate is selected for Options 2 ondlor 4b. lnsteod, use the online Compostond Topsoil Calculatorat www.metrokc.gov/dnrp/swd/compost_calculator.htm. Jo) IE (C ~ ~ ~ IE ra OptioD'D 1 LJll /_Id} Leave native soil undisturbed, and protect from compaction during construction. JUN 1 2 2008 Enter lettered areas from site plan where this option will be used: Jr.._ ____ _ No calculations for compost or topsoil are necessary for this option. K.C. DOES. LAND USE SERVICES DIVISION ·--....,.. ..... · ·----·---------------------Option 2 Amend existing soil In-place (2.5 inch layer of compost). Enter lettered areas from site plan where this option will be used: Enter combined square footage of lettered areas in thousands ---------e:;1> (example: for 4,525 sq ft, enter 4.525; for 500 sq ft, enter .5) xS Multiply combined square footage by 8 and enter product in box A ----©> .. t.,;.l._·_= ______ cu_b_lc_v_a_,d_,sl AMOUNT OF COMPOST NEEDED FOR THESE AREAS ·----·----·-------------------"--------Optioll1l 3 Import topsoil mix with 8 -13% soil organic matter (8 inch depth of topsoil). Enter lettered areas from site plan where this option will be used: Entef combined square footage of lettered areas in thousands (example: for 4,525 sq ft, enter 4.525; for 500 sq ft, enter .5) ---------,@ Multiply combined square footage by 25 and enter in box B -------,@ 1:j = X 25 Cubic Yards I AMOUNT OF IMPORTED TOPSOIL NEEDED FOR THESE AREAS Option 4a Native Soil -stockpile site dull and topsoil and reapply after grading and construction. Enter lettered areas from site plan where this option will be used: Enter combined square footage of lettered areas in thousands @ (example: for 4,525 sq ft, enter 4.525; for 500 sq ft, enter .5) X 25 Multiplycombinedsquarelootageby25andenterinboxC ©> Ii= ~ 'l,. ?0 CubicYardsl Achieving the Post-construction Soil Standard AMOUNT OF SITE TOPSOIL TO SE STOCKPILED AND REAPPLIED IN THESE AREAS ® King County Department of Development &. Environmental servw 7 • / • Use Achieving the Post-construction Soil Standard booklet instructions to carry out this Soil Management Plan. Project Information . Area A (refer to lettered areas mapped on site plan) Complete all information on page 1, onfy site Qddress and permit number on _,, ., R!. 11 I 0 dd I Square footage: 6-•l-<12 "f 0 itiono pages. Selected soil treatment hption: Site Address/ Lot No.: I} ~'1,..'Z,11 ~ •'fpl/'$ ~Option 1 QOption 2 QOption 3 QOption 4a QOption 4b Pt1117' If using option 2 or 4b, select type of amendment rate: Permit Type: OPre-approved (2.5") ocustom (with % Target Soil Organic Matter) Permit Number: J,./J"1SRfJ / 2;. .. Permit Holder: _v.~><=~>:J=~~'Nru_...!.M'-"~"-~,ec__,,e_,/.u.Wv»-=--- Area f3 (refer to lettered areas mapped on site plan) Square footage: /1,"/ ~ ,~ Phone: _ ___.'}.,..UJ/p""--'-,1+'/'-"I/'-"-, 1....,1,""~"-{ ____ _ Mailing Address: f.tJ, 11)1. J,.1/b/ kJRJ(l.AM) I IA/II 'fbbf)~ Attachments .Attach the following to this plan: • Scale site plan drawings that include areas to be treated with Soil Treatment Options 1, 2, 3, 4a and/or 4b • Completed Compost and Topsoil Calculation Worksheet or printout of on line Compost and Topsoil Calculator results. These calculations will be verified in the DDES permit office. • Original compost and/or topsoil test results reports demonstrating that products contain adequate organic matter (for soil treatment options 2, 3 and/or 4b) o Topsoil should contain 30-40% of compost by volume, which is equivalent to 8-13% soil organic matter). o Compost should contain 40 -60% organic matter. Note: Retain original delivery tickets for campast and/or topsoil products for verification purposes. Soil Treatment Options for Areas Identified on Site Plan Soil treatment options available: • Option 1 -Leave native soil undisturbed, and protect from compaction during construction. • Option 2 -Amend existing soil in place. • Option 3-Import topsoil mix with 8-13% soil organic matter cOntent. • Option 4a -For native soil: stockpile site duff and topsoil, and reapply after grading and construction. • Option 4b -For disturbed soil: stockpile site soil, reapply, and amend in place. FOR DOES USE ONLY I Plan Approval Record Date: __ Reviewer: Approved: __ Revisions Required: Selected soil treatment otion: QOption 1 QOption 2 QOption 3 ~ption 4a QOption 4b If using option 2 or 4b, select type of amendment rate: QPre-approved (2.5") QCustom (with % Target Soil Organic Matter) Area ____ (refer to lettered areas mapped on site plan) QOption 4a QOption 4b If using option 2 or 4b, select type of amendment rate: 0 Pre-approved (2.5") ocustom (with_% Target Soil Organic Matter) Use additional Soil Management Plan forms for additional areas, if necessary. Record the compost and/or topsoil products to be used Compost Product#l: _________________ _ Test Results: _____ % organic matter content Quantity: cubic yards Supplier: ____ __:_ _____________ _ Produ.ct#2:. _____________ ~---- Test Results: ___ ____c_%.organic matter content Quantity: cubic yards Supplier: __________________ _ Topsoil Total cubic yards of compost _____ _ Product#3: _________________ _ Test Results: _____ % organic matter content Quantity: cubic yards Supplier: __ ----'--------------- Product#4: _________________ _ Test Results: _____ % organic matter content Quantity: cubic yards Supplier: __________________ _ Total cubic yards of topsoil ------ I Page __ of --I Date: __ Reviewer: Approved: __ Revisions Required: .tQ King County Department of Development and Environmental Services 900 Oakesdale Avenue Southwest Renton, WA 98057-5212 206-296-6600. TTY 206-296-7217 www .metrokc.gov DATE: 3/7/2008 Permit Approval Conditions Document This plan reviewed to 2003 International codes updated to the State of Washington and King County Codes Structural Plan Review Tracking Number: L07SR012 Location: Talbot Ridge Estates Parcel #052205-9045 Storm Water Detention Vault The following conditions apply to the above referenced permit: 0001 GENERAL This correction sheet is an abridged version of code requirements and is a review aid only. It shall not be used in lieu of the International Building Code, International Mechanical Code, International Fire Code, or any King County regulation or state law. Please note that there are quite a few differences between the International Codes and the Uniform codes which King County previously adopted. For continued code compliance, carefully review the new provisions. Corrections noted below are part of the approved plans and shall remain attached to them at all times. The approval of plans and specifications does not permit the violation of any section of the International Building Code, International Mechanical Code, International Fire Code, or any King County regulation or· state law. Corrections as indicated below, along with the unchanged information shown on the drawings, must be complied with. In addition, since this correction sheet is a review aid, it shall not be used in lieu of the above mentioned codes, regulations, and Jaws. Therefore, code compliance with all noted applicable code sections on this correction sheet, as well as other applicable code sections not specifically noted, shall be required. The approved plans shall not be changed, ·modified, or altered without authorization from the building official. The approved plans are required to be on the job site. Section I 06.3.1 International Building Code 0348 SPECIAL INSPECTIONS A. Approval of Special Inspection Service shall be obtained from the Land Use Services Division, Site Development Inspection Unit, prior to construction. Section 106.3.4.3 I.B.C. as amended by King County Code B. Submit field inspection reports, test lab reports and final reports to the Land Use Services Division, Site Development Inspection Unit, in compliance with Section 106.3.4.3 I.B.C. as amended by King County Code C. Provide the following special inspections (to comply with Section 1709, I.B.C.): 2003 IBC permit condition items Last saved by Hou-Ching Chow 03/07/2008 Page 1 of 2 / I ' I) Concrete work. 2) Concrete reinforcing steel placing. 3) Application of grouting at all concrete panel joints. 4) Anchor bolts installation into concrete. 0350 SPECIAL INSPECTIONS Provide special inspection by Geo technical Engineer of Record for compliance with soil report recommendations. Submit field inspection reports, test lab reports and final reports to the Land Use Services Division, Site Development Inspection Unit, in compliance with Section 1704, l.B.C. The following items shall have special inspection: I) Excavation and foundation subgrade preparation; and soil bearing load capacity confirmation 2) Wall lateral load design soil parameters confirmation. 3) Backfill soil materials selection and compaction. 4) Drainage systems installation behind walls. 0357 SPECIAL INSPECTIONS-COMPACTED FILL MATERIAL Any fill emplaced under footings, slab, or other foundation systems must be certified by a special inspection as having been compacted to at least 95% of ASTM D-1557. 0366 SHOP DRAWINGS Engineer of record shall review and approve all shop drawings. An approved copy shall be submitted to the Land Use Services Division, Site Development Inspection Unit. · I) Concrete mix designs 2) Reinforcing steel. 3) Precast Prestressed concrete hollow core panels, design and reinforcing details. 4) Structural steel and grating. 2003 IBC permit condition Items ' .. Last saved by Hou-Ching Chow .. 03/07/2008 Page 2 of 2 I I I I I I I I I I I I I I I I I I I ~ ~O~& ~DESIGN LoSf 0007 Core DesJ°gn, Inc. 14711 N.E. 29th Place, Suite 101 Bellevue, Washington 98007 425.885.7877 Fax425.885.7963 www.coredesigninc.com NOISl/\10 S30ii\l:f3S 3Sn ON\fl S30o ·::,·)l BOOZ 8 i_ ~di/ (Q]~t%~~~~~ TJECHN][CAJL ][NJFORMA T][ON RJEJPORT (T.][.R.) FOR [_og Sf<.023 TAJLBOT RIDGE ESTATES f/lRL'j 5-rAPT KJNG COUNTY, WASHINGTON ,:_~J12J 1,;,, ~~ 40/~ 6/!6/08 Prepared by: Gina R. Brooks, P.E. James A. Morin, P.E. Date: March, 2007 Revised: November, 2007 Core No.: 04120 • ENGINEERING . PLANNING · SURVEYING I I I I I I I I I I I I I I I • I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET f~~~l~:~if~:~~·p~-~-~i 1fri~e.~f2ffi'9~1\55-;;,11 Dl Landuse Services =iviso"'l'N Short Subd. I UPD D Building Services M/F / Commerical / SFR ~, Clearing and Grading ~ Right-of-Way Use D Other Technical Information Report Type of Drainage Review (Fuji) / Targeted / (circle): trge Site Date (include revision mo,r:cJ\... .J0(57 dates): Date of Final: , ... :''... _ ·· __ .,:' :'.·.',:.~-. "::;_\;:-:: . .-:_.~-,-.• '.·ii::': ·;-.:-' .. ,,._;':~Y:rY:.:·:''"''."'.··'. . ."Part2,'PROJEOT'EOCATIONAND.:t:·f·c•i• . ·--~-~ss.¥1,~T'SNI;l°!'\····•.f-{i;~{ .. ·Zt't·:''..''.;:,})'!}:;• Project Name ~cL\b)t JG0q&,, 8:i1u ks DDES Permit# ~ cfd<J:i7 Location Township _..o.2....,..1"'---- Range -~~~--- Section -~S~--- Site Address \ 9.J 00 f>\ k \ OQrd t ~R._, ':3:£:., D DFWHPA 0 Shoreline 0 COE404 Eanagement 0 DOE Dam Safety Structural ckeryNault/ __ D FEMA Floodplain 0 ESA Section 7 D COE Wetlands D Other Site Improvement Plan (Engr. Plans) Type (circle one): ~ / Modified / ~IISite Date (include revision \"f\0-.r()\ ;;;u)Q/ dates): Date of Final: ~,~t~~;~~j~~~+~~~~v.:i_~?-~aY~~~w~v~t%fifl~~-1Jittf~~;~f~~z~~~~;~:J:~t1:?¥t~l~~-! __ ,_ ~, Type (circle one): Standard /~/ Preapplication / Experimental/ Blanket Description: (include conditions in TIR Section 2) 1") A~ -i-o 'fft_>'5 ~'SLuD~ Cort..Yto.1-L~S~~~ l 2005 Surface Water Design Manual 1/1/05 1 I 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 TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Monitoring Required: Yes / No Start Date: Completion Date: Community Plan : .Seri:=:, Cx--LJL-k Special District Overlays:------------------------ Drainage Basin: 't:l \ Stormwater Requirements: 0 River/Stream --------- 0 Lake 0 Wetlands __________ _ 0 Closed Depression -------- 0 Floodplain----------- 0 Other ___________ _ Part.JO; SOILS . 1iQ Steep Slope --------- 0 Erosion Hazard -------- 0 Landslide Hazard------- 0 Coal Mine Hazard------- 0 Seismic Hazard -------- 0 Habitat Protection ______ _ o __________ _ Soil Type Slopes Erosion Potential f\\cltv-wood CP.ff.,) lD-1s,o mo&r-(Lk, 0 High Groundwater Table (within 5 feet) 0 Other _________ _ 0 Additional Sheets Attached 2005 Surface Water Design Manual 2 0 Sole Source Aquifer 0 Seeps/Springs 1/1/05 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 TECHNICAL INFORMATION REPORT (TIR) WORKSHEET REFERENCE 0 Core 2 -Offsite Analysis 0 Sensitive/Critical Areas 0 SEPA 0 Other 'ij) Cov-e.. I 0 Additional Sheets Attached Threshold Discharge Area: name or descri !ion Core Requirements (all 8 apply) Dischar e at Natural Location Offsite Analysis Flow Control Erosion and Sediment Control Maintenance and Operation Financial Guarantees and Liabilit Water Quality (include facility summary sheet) Area Specific Drainage Re uirements licable Floodplain/Floodway Delineation Flood Protection Facilities Source Control (comm./industrial landuse) 2005 Surface Water Design Manual LIMITATION/ SITE CONSTRAINT atural Dischar e Locations: Level: Small Site BM s Spill containment located at: ESC Site Supervisor: Contact Phone: After Hours Phone: Responsibility: If Private, Maintenance L uired: Yes / No Basic / Sens. Lake / Enhanced Basicm / Bog Type: CDA / SDO / MDP /BP/ LMP / Shared Fae. Name: Type: Major / Minor / Exemption ~ None 100-year Base Flood Elevation (or range): _____ _ Datum: Describe: Describe landuse: Describe any structural controls: ]/1/05 3 I I I I I I I I I I I I I I I I I I I KJNG COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: Yes/~ Treatment BMP: Maintenance Agreement: Yes I No with whom? Other Drainane Structures Describe: ,:Rar1"13,\':EROSION,AN0 SEDIMENTIS:ONTRO[ REOUJREMEl'iJTS,,<, ,, \i i ;.: ... ····· ',,. ;'' . .:;,",:·>,: ::••. :;:., MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS ~ DURING CONSTRUCTION AFTER CONSTRUCTION Clearing Limits Qi Stabilize Exposed Surfaces Cover Measures Ji(l Remove and Restore Temporary ESC Facilities ij Perimeter Protection ~ Clean and Remove All Silt and Debris Ensure Traffic Area Stabilization Operation of Permanent Facilities l.XJ. Sediment Retention D Flag Limits of SAO and open space :i!: Surface Water Control preservation areas D Other Dust Control r l Construction Senuence :' P13:rt .14l"STORMWATER<FACILll~,:DESPRIPTIQriJS:'1Ndfe: lridLide. facilitv'S\immarv,)ibafSlfotcti )"'. ,: : ': \ Flow Control T•me/Descrintion Water Qualitv T une/Descri otion )) Detention \Jaol+ D Biofiltration D Infiltration 1Q Wetpool val)l+ D Regional Facility D Media Filtration D Shared Facility D Oil Control D Small Site BMPs D Spill Control D Other D Small Site BMPs D Other 2005 Surface Water Design Manual 4 1/1/05 I I I I I I I I I I I I I I I I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT {TIR) WORKSHEET ' Part 15 ,,EASEMENTS!TRACTS ... , -... STRUCTURAL ANALYSIS ·-.----• Part 16 : ', ,, . .. ' . '-.·,, .. •·._r-· ·, . . : . ~ ·.-... ,, ... ' 0 Drainage Easement ~ Cast in Place Vault 0 Access Easement 0 Retaining Wall 0 Native Growth Protection Covenant ~Rockery> 4' High ~ Tract 0 Structural on Steep Slope 0 Other 0 Other Part 17'•.SIGNATUREOF PROFESSIONAL ENGINEER\ '. - I, or a c::ivil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowle~ge the information provided here is accurate. lrOd 2005 Surface Water Design Manual 5 ]/1/05 I I I I I I I I I I I I I I I I I I I T ALBO'f RIDGE EST A TES TABLE OF CONTENTS 1. Project Overview 2. Conditions and Requirements Summary 3. Off-Site Analysis 4. Flow Control and Water Quality Facility Analysis and Design 5. Conveyance System Analysis and Design 6. Special Reports and Studies 7. Other Permits 8. CSWPPP Analysis and Design 9. Bond Quantities, Facility Summaries, and Declaration of Covenant IO.Operations and Maintenance Manual I I I I ·I I I I I I I I I I I I 1. PROJECT OVERVIEW: The project site is located south of SE 192nd Street and west of I 02°d Avenue SE, just outside the City of Renton City Limits in unincorporated King County. Specifically the project is in the northwest quarter of Section 5, Township 22 N, Range 5 E. See attached vicinity map following this section. Also see the following "King County Aerial Map" for an overall view of the area. The King County tax parcel ID for this property is 0522059045. The site is bordered by SE 192°d Street and single family residences on the north, I 02°d A venue SE on the east, an existing single family residence to the south and the Plat of High Park Tracts to the west. The property is 4.36 acres in size and vacant. Ground cover is predominately forested except for pavement along the west boundary that is part of the road section for I 02nd Avenue SE. The property generally slopes downward to the west with the western third of the property as steep as 4:1. No upstream drainage is received by the property. Existing sheetflow drainage is received by three existing single family lots adjacent to the west boundary of the subject property. See Downstream Analysis (Existing Course) in Section 3 of this Report for a description of the existing downstream system. The approved preliminary plat had a layout with 27 lots. This number of lots required a transfer of development rights (TDRs). It has since been decided to increase the lot size and reduce the lot number so TD Rs are no longer required. Some of the lot numbers in the Hearing Examiner's Conditions no longer make sense unless the preliminary plat is referenced. The proposed project includes constructing 22 single-family residential lots with associated roadways and utilities. Access to the site will be via I 02°d Avenue SE. Half- street improvements on 102°d Avenue SE along the property's east frontage, including minor pavement widening and installation of curb, gutter, and sidewalk, will be completed as part of the subject project as well as more extensive improvements along SE 192°d Street which will address existing inadequate stopping sight distance. Developed drainage will be conveyed to a proposed combination water quality/detention vault that will be located in the northwestern corner of the property. The vault will discharge to an existing ditch located just beyond the northwest corner of the property within the SE 192°d Street Right-of-Way. The existing ditch is located within a separate basin from the existing discharge location described above. See Downstream Analysis (Discharge Course) in Section 3 of this Report for a description of the proposed discharge downstream system. Discharge to the existing ditch has been approved via the 2005 KCSWDM Adjustment Request (File No. L05V0061). See copy of approved adjustment in Section 2 of this Report. As a requirement of the SWM Adjustment, a I 0% volumetric factor of safety will be applied to the detention facility. Also, the site is subject to the Conservation (Level Two) Flow Control and Basic Water Quality requirements within the 2005 King County Surface Water Design Manual (2005 KCSWDM). I I I I I I E I ·I I I ' > a. I 5 212T ST M I oi i ex: VICINITY MAF APPROXIMATE SCALE 1"=4000' a. I I ~ I ~ a. ,~ i~ I I ~ ~ I ~ ~ ~ I ~ I ~ ~ Fi I ~ 0 I y ~ I ~ i I I I I I I I I 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: Attached on the following pages are the Hearing Examiner's conditions along with the 2005 KCSWDM Adjustment Request (File No. L05V0061), Road Variance (File No. L05V0066), and letters from affected neighbors authorizing regrading of existing driveways adjacent to revised SE l 92"d Street. I. Compliance with all platting provisions of Title 19A of the King County Code. 2. All persons having an ownership interest in the subject property shall sign on the face of the final plat a dedication which includes the language set forth in King County Council Motion No. 5952. 3. The plat shall comply with the density requirements of the R-6-SO zone classification. All lots shall meet the minimum dimensional requirements of the R-6-SO zone classification or shall be as shown on the face of the approved preliminary plat, whichever is larger. except that minor revisions to the plat which do not result in substantial changes may be approved at the discretion of the Department of Development and Environmental Services. 4. The applicant shall provide the TDR certificate with the submittal of the engineering plans and the final plat. If the TDR certificate cannot be obtained, the applicant shall redesign the number of lots based upon the allowable density. This will result in the reconfiguration and loss oflots. 5. All construction and upgrading of public and private roads shall be done in accordance with the King County Road Standards established and adopted by Ordinance No. 11187, as amended (1993 KCRS). 6. The applicant shall obtain documentation by the King County Fire Protection Engineer certifying compliance with the fire flow standards of Chapter 17 .08 of the King County Code. I I I I I I I I I I I I I I I I I I I 7. Final plat approval shall require full compliance with the drainage provisions set forth in King County Code 9.04. Compliance may result in reducing the number and/or location of lots as shown on the approved preliminary plat. Preliminary review has identified the following conditions of approval which represent portions of the drainage requirements. All other applicable requirements in KCC 9.04 and the Surface Water Design Manual (SWDM) must also be satisfied during engineering and final review. a. Drainage plans and analysis shall comply with the 1998 King County Surface Water Design Manual and applicable updates adopted by King County. DDES approval of the drainage and roadway plans is required prior to any construction. b. Current standard plan notes and ESC notes, as established by DDES Engineering Review, shall be shown on the engineering plans. c. The following note shall be shown on the final recorded plat: "All building downspouts, footing drains, and drains from all impervious surfaces such as patios and driveways shall be connected to the permanent storm drain outlet as shown on the approved construction drawings # on file with DDES and/or the King County Department of Transportation. This plan shall be submitted with the application of any building permit. All connections of the drains must be constructed and approved prior to the final building inspection approval. For those lots that are designated for individual lot infiltration systems, the systems shall be constructed at the time of the building permit and shall comply with plans on file." d. The stormwater facilities for this site shall be designed to meet at a minimum the Conservation Flow Control and Basic Water Quality requirements in the 2005 King County Surface Water Design Manual (KCSWDM). A Surface Water Drainage Adjustment (L05V0061) is approved for this site. All conditions of approval for this adjustment shall be met prior to approval of the engineering plans. e. To implement the required Best Management Practices (BMP's) for treatment of storm water, the final engineering plans and technical information report (TIR) shall clearly demonstrate compliance with all applicable design standards. The requirements for best management practices are outlined in Chapter 5 of the 2005 KCSWDM. The design engineer shall address the applicable requirements on the final engineering plans and provide all necessary documents for implementation. The final recorded plat shall include all required covenants, easements, notes, and other details to implement the required BMP' s for site development. I I I I I I I I I I I I I I I I I I I 8. The applicant's geotechnical engineer shall provide recommendations for the design and construction of the road, onsite grading and compaction, drainage detention vault, and any required retaining walls. The geotechnical recommendations shall be included in the TIR and incorporated into the design with submittal of the engineering plans. 9. Special geotechnical construction inspection of the road improvements, onsite grading and compaction, drainage detention vault, and any required retaining walls is required to ensure compliance with the geotechnical recommendations. Daily inspection reports shall be submitted to the assigned Land Use Inspector during the construction phases of those facilities. A final construction report shall be submitted verifying compliance with the geotechnical recommendations. Notes requiring the above shall be shown on the engineering plans. I 0. Geotechnical engineer review of the future home foundation construction is required. Notes to this effect shall be shown on the engineering plans and the final plat. 11. The proposed subdivision shall comply with the 1993 King County Road Standards (KCRS) including the following requirements: a. Road A shall be improved at a minimum to the urban subaccess street standard, with a cul-de-sac at the west end. If Road A is improved with only a 24-foot roadway width, then it shall be signed "No Parking" on both sides of the road. b. FRONT AGE: The frontage along 102nd Ave SE shall be improved at a minimum to the urban neighborhood collector street standard (west side). The design shall require compliance with Section 4.0l(f) of the KCRS; asphalt overlay when widening. c. FRONT AGE: The frontage along SE 192nd Street shall be widened and lowered, as approved by DOES and in compliance with the conditions of approval for Road Variance L05V0066. The frontage shall be widened to the urban neighborhood collector standard on the south side. The road lowering is required to improve the entering and stopping sight distance at the SE 192nd Street/102nd Ave SE intersection. Details of this improvement shall be shown on the engineering plans and routed to KCDOT for approval. d. The proposed private access tract and joint use driveways shall comply with Sections 2.09 and 3.01 of the KCRS, unless otherwise approved by ODES. These tracts shall be owned and maintained by the lot owners served. Notes to this effect shall be showed on the engineering plans and the final plat. e. Modifications to the above road conditions may be considered according to the variance provisions in Section 1.08 of the KCRS. I I I I I I I I I I I I I I I I I I I 12. All utilities within proposed rights-of-way must be included within a franchise approved by the King County Council prior to final plat recording. 13. The applicant or subsequent owner shall comply with King County Code 14.75, Mitigation Payment System (MPS), by paying the required MPS fee and administration fee as determined by the applicable fee ordinance. The applicant has the option to either: (I) pay the MPS fee at final plat recording, or (2) pay the MPS fee at the time of building permit issuance. If the first option is chosen, the fee paid shall be the fee in effect at the time of plat application and a note shall be placed on the face of the plat that reads, "All fees required by King County Code 14.75, Mitigation Payment System (MPS), have been paid." If the second option is chosen, the fee paid shall be the amount in effect as of the date of building permit application. 14. Lots within this subdivision are subject to King County Code 21A.43, which imposes impact fees to fund school system improvements needed to serve new development. As a condition of final approval, fifty percent (50%) of the impact fees due for the plat shall be assessed and collected immediately prior to recording, using the fee schedules in effect when the plat receives final approval. The balance of the assessed fee shall be allocated evenly to the dwelling units in the plat and shall be collected prior to building permit issuance. 15. The planter islands (if any) within the cul-de-sacs shall be maintained by the abutting lot owners or homeowners association. This shall be stated on the face of the final plat. 16. Suitable recreation space shall be provided consistent with the requirements of KCC 21A.14.180 and KCC 21A.14.190 (i.e., sport court[s], children's play equipment, picnic table[s], benches, etc.). A detailed recreation space plan (i.e., area calculations, dimensions, landscape specifications, equipment specifications, etc.) shall be submitted for review and approval by DDES and King County Parks prior to or concurrent with the submittal of the engineering plan. This plan must not conflict with the Significant Tree Inventory & Mitigation Plan. b. A performance bond for recreation space improvements shall be posted prior to recording of the plat. 17. A homeowners' association or other workable organization shall be established to the satisfaction of DDES which provides for the ownership and continued maintenance of the recreation, open space and/or sensitive area tract(s). I I I I I I I I I I I I I I I I I I I 18. Street trees shall be provided as follows (per KCRS 5.03 and KCC 2 lA.16.050): a. Trees shall be planted at a rate of one tree for every 40 feet of frontage along all roads. Spacing may be modified to accommodate sight distance requirements for driveways and intersections. b. Trees shall be located within the street right-of-way and planted in accordance with Drawing No. 5-009 of the 1993 King County Road Standards, unless King County Department of Transportation determines that trees should not be located in the street right-of-way. c. If King County determines that the required street trees should not be located within the right-of-way, they shall be located no more than 20 feet from the street right- of-way line. d. The trees shall be owned and maintained by the abutting lot owners or the homeowners association or other workable organization unless the County has adopted a maintenance program. Ownership and maintenance shall be noted on the face of the final recorded plat. e. The species of trees shall be approved by DDES if located within the right-of- way, and shall not include poplar, cottonwood, soft maples, gum, any fruit-bearing trees, or any other tree or shrub whose roots are likely to obstruct sanitary or storm sewers, or that is not compatible with overhead utility lines. f. The applicant shall submit a street tree plan and bond quantity sheet for review and approval by DDES prior to engineering plan approval. g. The applicant shall contact Metro Service Planning at 684-1622 to determine if SE 192nd Street and/or 102nd Avenue SE are on a bus route. If SE 192nd Street and/or 102nd Avenue SE are a bus route, the street tree plan shall also be reviewed by Metro. h. The street trees must be installed and inspected, or a performance bond posted prior to recording of the plat. If a performance bond is posted, the street trees must be installed and inspected within one year of recording of the plat. At the time of inspection, if the trees are found to be installed per the approved plan, a maintenance bond must be submitted or the performance bond replaced with a maintenance bond, and held for one year. After one year, the maintenance bond may be released after DDES has completed a second inspection and determined that the trees have been kept healthy and thriving. i. A landscape inspection fee shall also be submitted prior to plat recording. The inspection fee is subject to change based on the current County fees. I I I I I I I I I I I I I I I I I I I 19. To implement S0-220 pursuant to former KCC 2 lA.38.230, a detailed tree retention plan shall be submitted with the engineering plans for the subject plat. The tree retention and engineering plans shall be consistent with the requirements of S0-220. No clearing of the site is permitted until the tree retention plan is approved by ODES. Flagging and temporary fencing of trees to be retained shall be provided, consistent with S0-220. The placement of impervious surfaces, fill material, excavation work, or the storage of construction materials is prohibited with the fenced areas around preserved trees, except as may be permitted under the provisions of S0-220. A note shall be placed on the final plat indicating that the trees shown to be retained on the tree retention plan shall be maintained by the future owners of the proposed lots, consistent with KCC 21A.38.230(B)(6). The tree retention plan shall be included as part of the final engineering plans for the subject plat. 20. In the event that any archaeological objects are uncovered on the site, the applicant shall comply with RCW Chapter 27.53, Archaeological Sites and Resources. Immediate notification and consultation with the State Office of Archaeology and Historical Preservation, King County Office of Cultural Resources and relevant tribes (including the Suquamish, Puyallup and Muckleshoot tribes) is required if discovered materials are prehistoric and a site is present. 21. All future residences constructed within this subdivision are required to be sprinkled NFPA l 3D unless the requirement is removed by the King County Fire Marshal or his/her designee. The Fire Code requires all portions of the exterior walls of structures to be within 150 feet (as a person would walk via an approved route around the building) from a minimum 20-foot wide, unobstructed driving surface. To qualify for removal of the sprinkler requirement driving surfaces between curbs must be a minimum of 28 feet in width when parking is allowed on one side of the roadway, and at least 36 feet in width when parking is permitted on both sides. Additionally, minimum 20-foot wide driving surfaces must be provided on Tracts A and B, and the driveway serving Lot 11; or residences constructed on Lot 11, and Lots 16 through 19 and 23 through 26 will have to be sprinkled. I I I I I I I I I I I I I I I I I I I ® King County Department of Development and Environmental Services 900 Oakesdale Avenue SW Renton, WA 98055-1219 November 17, 2005 Robert Wenzl Belmont Homes, Inc. P.O. Box 2401 Kirkland, WA 98083 ,-·.. ~ ; .. .,., ~ ; . . .:, ; .,,, ...... - Robert H. Stevens, P.E. Core Design, Inc. 14711 NE 29th Place, #101 Bellevue, WA 98007 ·~. ,--· .' RE: Talbot Ridge Subdivision 2005 KCSWDM Adjustment Request (File No. L05V0061) Dear Applicant and Engineer: The Land Use Services Division, Engineering Review Section, has coinpleted review of the adjustment request for the Talbot Ridge subdivision. You are requesting approval for an adjustment from the 2005 King County Surface Water Design Manual (KCSWDM) Core Requirement No. 1, Section 1.2.1, Discharge at the Natural Location. Our review of the information and a site visit provides the following findings: 1. The proposed Talbot Ridge subdivision is located adjacent to the southwest comer of the intersection of SE 192nd Street and 102nd Avenue SE. The 27 lot, 4.36 acre, proposed Talbot Ridge subdivision is filed under Land Use Services Division (LUSD) file number L05P0007. 2. The Talbot Ridge subdivision is located in the Springbrook Creek tributary area, Black River subbasin of the Lower Green River basin. The site is subject to the Conservation (Level Two) flow control and Basic water quality requirements of the 2005 KCSWDM. 3. The east-west oriented rectangular site slopes moderately from east to west. The western edge of the site contains slopes steep enough to prevent development. Sheetflow from the site then enters the backyards of the lots on the east side of 99th Place South, migrates through the lots and ends up on 99th Place South. The 99th Place South drainage system directs flows south and enters the Springbrook Park watershed area characterized by very steep slopes and designated landslide and erosion hazard areas. Flow continues west through the watershed area until passing west via culvert under Talbot Road South. Flow continues northwest through the Sprin~brook Trout Farm, a designated wetland area and then crosses north under South 55 1 Street (the City of Renton' s designation for SE 192nd Street) and turns west to pass under Highway 167. By this time, the stream is designated salmonid. Very little upstream flow enters the site. I I I I I I I I I I I I I I I I I I I Talbot Ridge/L05V0061 November 17, 2005 Page 2 of3 ,,.,,. ·a .,,. 'J: ;> ~,.,·.;,•.· '.,' -~·-·:::,· . 4. The proposal is to collect most runoff from the project site and direct it to a single detention and water quality facility located near the northwest corner of the site just shy (east) of the steep slope area. The allowed release would then be conveyed to the western property line that abuts the right-of-way and outlet to an open ditch: Flow would then enter ii catch basin on the south side of SE 192nd Street and be diverted from its natural discharge location by crossing to the north side of the road. Drainage would continue west along the north side of SE l 92"d Street. After crossing Talbot Road South, the diverted downstream path would realign with the original downstream path before reaching Highway 167. Nuisance flows to the abutting lots on the western property line would see sheetflow significantly reduced. There would be a reduction in flows through the landslide and erosion hazard areas of the Springbrook watershed. Frontage improvements are included in the conceptual drainage plan. 5. No decorative ponds or shallow wells have been identified that would be affected by the proposed diversion. 6. The Level One Drainage Analysis identified no restrictions or problems associated with the proposed discharge location. In fact, it is the natural discharge location that has experienced drainage complaints. Where flows enter the watershed area at the southern end of 99th Place South erosion has been reported. In addition, the downstream Trout Farm has experienced erosion problems from suspended sediments during new construction. The diverted path would help to reduce these occurrences. Based on these findings, we hereby approve this adjustment to allow the off-site ruversion of runoff from the storm water facility draining to the north side of South 192nd Street with the following conditions: 1. The release rates for the detention facility will be based on the tributary area being directed to the facility. 2. The volume for the detention facility will be based on all flows directed to the facility at full development under current zoning. The allowed release rate will be reduced by any undetained flows that would bypass the proposed subdivision drainage facilities. The detention volume shall be sized using the Conservation flow control standard in the 2005 KCSWDM. A IO to 20 percent volumetric factor of safety must be applied to all storm events requiring detention. The design Technical Information Report shall state the factor of safety selected and the basis of that determination. 3. Water quality facilities must be sized based on the entire proposed subdivision draining to the facilities including any required frontage improvements. 4. All onsite or offsite drainage facilities must be located in a public right-of-way, recreation space tract with easement or storm drainage tract dedicated to King County. I I I I I I I I I I I I I I I I I I I Talbot Ridge/L05V0061 November 17, 2005 Page 3 of3 .. -,.,., .. -. .-i~-:~,-~· .. :. '-':.:. ; _____ .-~-.. 5. Additional storm drainage requirements identified by SEP A or the plat hearing review will apply to this project. The applicant retains all rights and privileges afforded in Section 1.4. If you have any further questions regarding this KCSWDM adjustment or the design requirements, please contact Mark Bergarn at (206) 296-7270. Sincerely, o~ James Sanders, P.E. Development Engineer Engineering Review Section Land Use Services Division Jim Chan, P.E. Supervising Engineer Site Engineering and Planning Section Building Services Division cc: Curt Crawford, P.E., Managing Engineer, Storrnwater Services Section, KCDNR Bruce Whittaker, Engineer III, Engineering Review Section, LUSD Trisha Bull, Project/Program Manager II, Current Planning Section, LUSD Mark Bergam, P.E., Engineer III, Engineering Review Section, LUSD I I I I I I I I I I I I I I I I I I I ® King Coun1y Department or Development and Environmental Services 900 Oakesdale Avcnnc Southwest Ron1m1, Washington 98055-1219 Project Name: Talbot Ridge Estates Project Address: 19200 1 02nd Avenue SE Phone: Surface Water Design Manual Requirements / Standards Adjustment* Request ODES Project File No.: L05P0007 ODES Engineer/Planner Name: Bruce Whitaker I Trishah Ball Engineering Firm Name: Core Design, Inc. Address:· 14711 NE 29th Pl. Phone: PE 425-885-7877 Date: City, State, Zip Code: #101, Bellevue, WA, 98007 INSTRUCTIONS TO APPLICANT/DESIGN ENGINEER: Please be sure to Include all plans {T.I.R, If available), sketches, photos and maps that may asslst In complete review and consideration of this adjustment request. FallLD'8 to provlde an pertinent lnfom,ation may result In delayed processing or denial of your request. Please SUbmlt twp complete copies of this request gpplicatjgn form, end appflgable fee to the ODES Intake Counter, at 900 Oakesdale Avenue Southwest, Renton, Washington 98055-1219. For addltional Information, phone Rendall Pan,ons, P.E., at (206) 296-7207. REl'lllt TO SRCTXO!I 1.4 XH CBAPTR!t 1 OF THR StJIUPACR WATBR DBSIGII 1111HUAL P'OR ADJUS:t'Ml111TS DESCRIPTION OF ADJUSTMENT REQUEST: CJ Standard !Ii Complex CJ Experimental O Blanket D Pre-application APPLICABLE VERSION KCSWDM: CJ 1990 (11/95) • D 1998 (9198) ~ 2QQ5 • (Note: the term "variance" replaced by "adjustment"} APPLICABLE SECTION(S) OF STANDARDS: Core Requirement #1 JUSTIFICATION PER KCSWDM SECTION 1A.2 CJ See attachments listed below. fm@©@~W@'o' AUG fg 2005 ~ K.C. D.D.E.S. AUTHORIZATION SIGNATURES: DETERMINATION: D Approve! 'Concfrtlonal Approval (see below) 0 Denial D DNR/WLRD Approval Signed: I • " • A Date: -----(Experimental & Blanket variances only) AA /JI P,/1 _, I ..... ODES staff Recommendation Signed: Date: #-?--0 .> Condltlona of Approval: , I ~ See a~ched Memo Dated: ll-l-:r--os- DOES DIRECTOR/OESIGNEE: ODES, Land Use Services Div., Engineering Review Supervisor: DOES, Bldg. Seav. Div., Site Engineering & Planning .,, 1 1 0'7 If F99/ERS/SWDH-ADJ. doc F'96/i:RS/S1IDMR-S.cpy22.doc ll/17/99 clc L.OSV'OO<ol I • I I I I I I I I I I I I I I I I I I Talbot Ridge Estates -Adjustment Justification An adjustment is requested to Core Requirement #1 -Discharge at the Natural Location, Section 1.2.1 of the 1998 King County Surface Water Design Manual for the Talbot Ridge Estates project. · · Currently the site's stormwater sheet flows to the west property line to the rear yards of the adjacent lots which front onto 99th Place S. The drainage then flows to the south through an existing storm drain system on 99th Place S. Once to the south end of991 h Place S., the stormwater discharges through an SAO Landslide Hazard Area and then on to an SAO Erosion Hazard area. Drainage complaints 2003-0194 and 1998-0461 have been filed relating to slippage of the landslide hazard area at the south end of99th Place S. After the stream exits the SAO Erosion Hazard area, it joins with Springbrook Creek, crosses under Talbot Rd. and passes through the Gallagher property, a trout farm with a history of siltation due to neighboring developments. Drainage complaint 1998-0045 has been filed relating to silt entering the trout farm pond. The flow then discharges into an SAO Class 2 wetland. The flow exits the northwest edge wetland and flows north under S. 192"d St. and continues northwest. This point is approximately 0.6 miles from the project site. We have proposed a discharge location that will connect the discharge from the site into an existing storm drainage that runs west along S. 192nd St. The system crosses under Talbot Rd. S. and continues west until discharging into Springbrook Creek, converging on the discharge location stated above, approximately 0.6 miles from the project site. There are no SAO hazard areas or drainage complaints associated with this drainage route. The proposed discharge of stormwater into the system on S. 192nd St. fulfills all the criteria for granting an adjustment which are: 1. To produce a compensating and comparable result that is in the public interest, AND 2. To meet the objectives of safety, function, appearance, environmental protection and maintainability based on sound engineering judgement. For these reasons we request this adjustment to the discharge location. K.C. D.D.E.S. LoSVOOl.o/ l-'age l ol" I I I I I I ~-,-~,~ I • p~opo SED / ~,c.1sr1 AJ <r DAA ffl/A~c p.oc.,TE C.Cp..JV e fl.ti?eN<. e _·;'I~:{. --·--. ·, -1~- j'(lMA,:"'' ' (_7) ~ F=-'-; r , "'.·.' ~··. I:, I .,~Ml i\MG,E ---'-~0 -; ~Fi-A,ffJ1 I ·I, ... ' r •• I I I t'\10 ·004-S- ;.:.>' ···--~ ·:~·::· 'fOC",{ ,· }•'·' '-, ~-" = .,.-ClC A ·1;;;-- .{\f ·-~ ~~----· :-''.l;_, ( ' ) :,=: ,.; -,,~~ --_' __ --==-::.:.._---37:::.;~ --·--~ 55'~ ------~· -, \ ----r . . ' ;.;E-:-· --.:, ;. r· .. ,r:t· . '1j . ~'~ i2) ..... ·-. z 68A, I @\ ~ ' __ • .1 ,.l "" I . Y :ir. 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M ·@:,1:, '''~:~' ,.,~r-~ •1 '~ :J~·---__ ·_ · -·_-• ,_-_..:. ;;j I ~ I ~ ---. -i f ;cl "• ,~ ,-;,;y-:: ----.:ui J _ ,; ;~ I; 't-:;ne i , __ ..:..,_ ".! ·'_1 ---'1-\<:u· :~., ,;; 'i ,--,--:;; ...... -r.. --.. -·--e .. 1 r ·1 ·ik, ~"'.::c>-t7~.:.-~.'.'.,A( .. 1 ~ .. ~~ p . --·--------- "t:'.I >:::'"~.:=,.:_y__~ '-:.·,~ '= ---.--------;=;··:::;;-.; I • -.<.a, .,.,. ·-------~ ·,s= -----1 t',1.'.·::-..:.1o~,~·.,;. I :..-,·...;;, . ;& ~r--· __ r ·-r: "is:· J.o,;, ..• / ~- / ,.,!:, ~ ..::~ "' ., ~':;_--;:. 5-"j -~ t ~ ·?-'.:. \<;:;, "" ,~, ,1, I ~~ Wl!Oili'i ... ~:: oo~:7/!~@ r KC. D.D.E.S. NORTH LoSVDOt.o/ SCALE: 1"=200' DOWNSTREAM DRAINAGE ROUTES. TALBOT RIDGE CORE PROJECT NO. 04120 i +:•p 28 06 02: 16p ~~ 09/27/2006 WED l0:37 ' ® CliFF Williams Belmont Ho 2069331049 PAX 4258938498 Belmont Homes ---Cliff Home -I ! I ' ! I I I I I I I I I I I I ,---- King County Road Services Division Department of Transportatkm KSC-TR-0222 201 Soutti Jeclcson Street Seattle. WA 98104-3&56 September 21, 2006 Cliff Williams, P .E. P.O.Box240! Kirkland, WA 98116 Fax# RE: Road Variance L05V0066 Talbot Ridge Estates-Related File L05P0007 Dear Mr. Williams: Thank you for your application for variances from the King Co!Dlty Road Standards (KCRS). You requested variances from Sections 2 .12 and 2.13 of the KCRS concerning the entering sight distance (ESD) onto, and the stopping sight distance (SSD) along SE 192nd Street. A · crest vertical curve at the intersection with 102nd Avenue SE limits sightlines. We reviewed your proposal to reconstruct the vertical alignment of SE 192nd Street to improve the SSD to meet !lie American Assaciation of State Highway and Transportation Officials' (AASHTO) minimums. A minimum 280 feet ofSSD should ·be provided utilizing-a two-foot target.· This would"require up to five feet offill,on-SE ~92rui"Street,-west ofthe:intc:rsectioii":- with.l02nd A'venue·SE. -1 approve·a: vliriancc:"to'utilize AASHT.0. standards·forilie SSD. with· - the following conditions: I. The applicant must adjust the driveway approaches to ·the realigned SE 192nd Street. Letters have been provided permitting the driveway adjustments on the private properties. 2. Clearing must be performed within the right-of-way (ROW) of SE 192nd Street to maximize the·ESD for the driveways along the reconstructed road. The proposed 415 feet ofESD to the left (west) on 102nd Avenue SE, exceeds tbe minimwn· AASHTO criteria of390 feet for the 10 over posted design speed of35 mph. Actual approach speeds :f'rom the west are reduced by the curvilinear horizontal alignment as evidenced by the measured 32.2 mph 85th percentile eastbound speed on SE 192nd Street. I approve a variance for reduced ESD to the left (west) with the condition that clearing be performed in the ROW to provide a minimum 415 feet. The available ESD to the right exceeds the KCRS minimum of · 490 feet. The Department of Development ·and Environmental Services (DDES) will be detemiining the crass'section for 1he reconstructed rolid find reviewing the engineering submittal.for compliance with the: KCRS. The requested -variance for the proposed six percent horizontal curve · · superelevation on SE 192nd Street was not n(?Cessary. Your proposal · ears to c;e,,.t~==-, --PJE:CR1i\tEV SEP 2 7 2006 BY: p. 1 ~OOl/004 , ........ ~· ···.·,. . . ,,;·,.·;.- 1Sep 28 OS 02: 17p 09/27/2006 IIED 10: 37 Cliff Williams Belmont Ho 20S9331049 PAX 425B938498 Belmcnt Homes ---Cliff Home p.3 /ill003/004 I I I I I I I I • I I I I I I I I I I ·@.··.·.· . .• , : .· ..... · :··. . : . ![mg County Road Servioea Division Department orTnmpartatioo 1'1-Afflc Enrinsering Se.ctl.on MS KSC-TB-0222 201 Senath Juckaon Stnie1. Seattle. WA 98104 September 21, 2006 TO: Variance File FM: Craig Comfort, P .E., Road Variance Engineer, Traffic Engineering Section RE: Road Variance L05V0066 Talbot Ridge Estates Related File L05P0007 Applicant's Presentation: 1. The Talbot Ridge Estates preliminary plat bas 27 lots and fronts SE 192nd Street and 102nd Avenue SE. Variances are requested for reduced entering sight distance (ESD) looking to the left (west) from 102nd Avenue SE onto SE 192nd Street, and for .reduced stopping sight distance (SSD) along SE 192nd Street for the 250 feet of urban frontage improvements. A crest curve along SE 192nd Street at 102nd Avenue S. limits sight lines. The King County Road Standards (KCRS) minimum ESD for the JO over posted design speed of 35 mph is 620 feet, and the minimum SSD is 250 feet 2. The measured ESD to the left (west) from 102nd Avenue SE is 340 feet Sightlines are restricted by trees along the north edge of the right-of-way (ROW) at the inside of a horizontal curve. With clearing in the ROW, ESD can be improved to 415 feet. With the trees removed, fencing and structures along property lines would restrict the sigbtline. The ESD deficiency is mitigated by speed reductions along the curvilinear road alignment and upgrade in the SE 192nd Street approach to the intersection. West of the site are cautionary 15 mph warning signs in both directions of travel. A speed study determined that the 85th percentile approach speed of eastbound vehicles is 32.2 mph. Accident report data for the last four years showed only one accident at the SE 1 92nd Street intersection. The ESD does not appear to be a factor in that accident 3. The SSD over the crest vertical curve to the east of the intersection with 102nd Avenue SE does not meet KCRS. The applicant proposed two alternative designs, one meeting KCRS · based upon a six-inch target and one meeting the American Association of State Highway and Transportation Officials' (AASHTO) manual SSD criteria with a two-foot target A minimum of 317 feet of downgrade adjusted SSD would be provided. The profile based upon the six-inch target would result in reconstruction of 1,100 feet of SE 192nd Street with fill sections to four feet deep. The profile meeting the AASHTO two-foot target would ·· result in rec,.mstructing 700 feet of SE 192nd Street with fills to five feet in depth. Note that both alternatives propose filling on both sides of the crest curve because the toad cannot be lowered due to utility conflicts and the intersection approaches on 1 02ncl A venue SE. The applicant requests a variance to use the two-foot target profile because of /";•': ,:,·r'.,:,~·· ·:·:,:. ·:;"'· ··.:;,,a';' .. ,,,., ... ·i·i,·: :,: ,•:,,1.'"! :. •• "f• · ·: ;~•:,:,.'. "· :::1.;:,-:;-,1~. '.t::.;·:r:;·.·, ""'·::.:;~ •. : ,:,}(!:':, .. ;11·;·,.;_" "':\ :.:i:"':.; · .. "'.·.>;~\'.:.:. ··1,•,":·':>,._' · ': :)"fS':i.:".''.·0 "'..'. ',,/:.: "••:'}?.'(.'1'·"'~,:.: :-.:" ,:·'!',·."::"-· ·' .;-. ... ·-:~,t,':;~ ~'.·'.;. '..::;~ \"'·\'.·;.~ • Sep 28 06 02:17p CliFF Williams Belmont Ho 2069331049 09/27/2006 WED lO: 37 FAX 425893849B Belmont Homes -~-Cliff Borne I I I I I I I I I I I I I I I I I t· Variance File September 21, 2006 Page 2 extensive construction for the six-inch target profile, Letters have been provided from homeowners along the adjusted !'Oadway that will allow for driveway adjustments for the realigned vertical profile. The applicant provided an analysis showing that the ESD anp SSD for the driveways along the road reconstruction are either improveq or equivalem to the existing conditions. Stafl's Findings and Conclusions: l. Clearing should be performed in right-of-way (ROW) to the extent possible to enhance the ESD. The minimum AASHTO ESD for the 35 mph design speed is 390. Clearing will provide over 400 feet ofESD. 2. The design of the southeast quad!'IIIlt of the intersection of I 02nd Avenue SE and SE 1 !:>2nd Street will be reviewed by the Department.of Development and Environmental Services. The minimum curb return radius and transition paving tapers must be evaluated. 3. The proposed SSD variance with a minimum of3 l 7 feet of SSD is more than the downgrade adjusted AASlITO value of 280 feet (Exhibit 3-2) for a 35 mph design speed. The two-foot target alternative for the revised vertical profile would result in fewer problems with driveway aqjustments and result in a lower construction time period. 4. The Department ofTransp0rtation's Traffic Engineering Section files shows two accidents at the intersection in the past five years. In addition, two accidents were within 180 feet of· the intersection. The proposal to improve tj)e SSD should improve the safety along the· road. . 5. A variance was also requested on resubmittal for a non-standard superelevation design. This variance request was not necess!lr)' because a superelevation design per Table 2.2 of· the ~CRS can be provided. · p.4 li!)004/004 I I I I I I I I I I I I I I I I I I I Sep 11 07 03:59p Cliff Williams Belmont Ho 2069331049 July 31, 2006 Mr. Craig Comfort King County ClP and Planning Section 20 l S Jackson Street MS KSCTR-0317 Seattle, WA 98104-3856 RE: Talbot Ridge Estate Preliminary Plat Road Variance File No. L05V0066 Dear Sir: I 0033 SE 19200 Street Renton, WA 98055 I understand B.elmont Homes, Inc. plans to develop a site adjacent to my property at 1003 3 SE 192°d Street. Cliff Williams of Belmont Homes, Inc has advised me that King County will be requiring regrading of a portion of SE l 92"d Street west of I 02nd Ave SE to improve site distance conditions. I further understand that this work will require some regrading ofmy driveway. Please be advised that I am wi!Hng to allow the regrading of my driveway on my property to accommodate the proposed improvements on SE 192°d Street. · Yours truly, Roger M McDonald p.2 I I I I I I I I I I I I I I I I I I Sep 11 07 03:59p Cliff Williams Belmont Ho 2069331049 August 7,2006 Mr. Craig Comfort King County CIP and Planning Section 201 S Jackson Street MS KSCTR-0317 Seattle, WA 98104-3856 RE: Talbot Ridge Estate Preliminary Plat Road Variance File No. L05V0066 Dear Sir; I understand Belmont Homes, Inc. plans to develop a site across the street from my property at 10042 SE 192"d Street. Cliff Williams of Belmont Homes, Inc has advised me that King County will be requiring regarding of a portion of SE 192°d Street west of 102"d A VE SE to improve site distance conditions. I further understand that this work will require regarding ofmy driveway. · Please be advised that 1 am willing to allow the regarding ofmy driveway and connecting "turn out" to accommodate the proposed improvements with the understanding that I am able to review and give input to the plans and work. I would like specific attention given to storm water drainage and to the existing landscape to create a safe and pleasing driveway. Yours truly, Michael W. McKee 13337 SE 195th ST Renton, WA 98058 Arlene L. McKee p.3 I I I I I I I I I I I I I I I 3. OFFSITE ANALYSIS: Upstream Tributary Area No upstream drainage is received by the property. A possible area of tributary upstream area was investigated but, deemed not tributary as described below. There is a 2.1-acre basin which sheet flows to a depression on the eastern side of 102"d Avenue SE which coincides with the south property line extension of the project site. See Upstream Basin Map exhibit on the following pages. There was no defined conveyance system found from this low area and no apparent sign that the storm water ever overflowed the road here. There was also no indication of any concentrated runoff collecting on the western side of the property. It appeared that drainage is simply infiltrated into the depression and would remain on the east side of the road. It was therefore, assumed that this drainage would not reach the subject property. I I I I I I I I I I I I I I I I I I I ' '"l ., .',\ .i" •••P••-'" --·--Ah:" I • 1 I I I !t, k (~{ p I ;, UPSTREAM BASIN MAP TALBOT RIDGE ESTATES CORE NO. 04120 I I I I I I I I I I I I I I I I I I I Downstream Analysis RESOURCE REVIEW The site is located within the Black River Drainage Basin which is within the Duwamish- Green River Watershed. Resources listed in the KCSWDM were reviewed for existing/potential problems within the study area, i.e. the site and within I-mile of the site along the downstream drainage route. FEMAMaps: FEMA map dated May 16, 1995 numbered 53033C0987F was reviewed. The site is not located within a flood plain. Sensitive Areas Folio: The King County Sensitive Areas Map Folio was reviewed to confirm whether or not wetlands, streams or floodplain areas, erosion hazard areas, landslide hazard areas, or seismic hazard areas are located within the study area. See attached sheets on the following pages. Along the existing downstream route, drainage is received by a wetland identified as 20 on the Wetland sheet. There is an unclassified and a Class 2 stream downstream of the site per the Streams and 100-Year Floodplains sheet. Along the existing downstream route, there is an erosion hazard area and landslide hazard area that appear to be associated with the unclassified stream. These areas are delineated on the Erosion Hazard Areas and Landslide Hazard Areas sheets. There are no seismic hazard areas within the study area as shown on the Seismic Hazard Areas sheet. I I I I I I I I I I I I I I I I I I I DNR Drainage Problems Maps: See attached iMAP exhibit on the following page delineating complaints within the study area. Also, see complaints filed with King County. Note that none of the complaints are directly adjacent to the property and that the 'proposed' discharge point for this project is into the ditch along the north side of SE 192" Street, which has no recorded downstream complaints. See field investigation following this Section for a description of the existing downstream route and discharge downstream route. ,, 1 . . ' I ' Ill] :.{) s: ~~:i..~cn~:•' 2;k?;~]1 J-o ,,,·.:~ ~· ' , ' ., ' ! ,,.._ w' p,·, ..i:-- '\·- '"'-\ •, .. " Z: ~.?o:..:o.,-: ~ ' ,, . . :!. r-Lr~_c__~~~~~~~--'-'--~~~~~~~~, al -.. -----------------···------ u . I - ,. .. - ' 't ' 0 ~~ ., ·-~-~ ' - . ' / g-_, ----.. / I / / I ' ,- .... \'_\, , -r-:. [----,-. -..,._.. .. + ....... ·-·-/.. --i ..•. ..,.;...1. 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I' '" ~ ·--~~~~.,....,,..,,.,.. ...... __ ,..,..(!•-\. ~~~~~--1.: .. ,,v ---- I I I I I I I I I I I I I I I I I Map Output /• , X b. 0 0 0 0 iMAP Renton ,,' 9075 9023 '" C1 i.i .,.1 I~ 0,20 Legend ,, COunty Boundary --' ·-·~' ~ . Mountain Peaks ,·.1 ~ ,.,. ..... Drainage Studies """' Nelghbomood Drainage Projects Parce1& Regional Stormwatar FacilltieG 0 Lakes and Large River& Residential Stormwater Facilities ,t/ Streams Commercial Stormwater Facilities m Drainage COmpla1nta H1ghways /V Incorporated Area Street& {cont) o,:i,; 0210 0060 -- 0070 0190 Page I of I g g he information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King C makes no representations or warranties. express or implied, as to accuracy, completeness. timeliness. or rights to the use of such information. King Cc shall not be liable for any general, special, indirect. incidental, or consequential damages including, but not limited to, lost revenues or lost profits result he use or misuse of the information contained on this map. Any sale of this map or information on this map is prohibited except by written permission c County. Date: 3-19-2007 Source: Kin Coun iMAP-Stormwater htt ://www.metrokc. ov/GIS/iMAP httn·//urw"v". mPtrnkr· onv/~p,rvlPtl,~nm f~"ri f'.'srim:::tn F."rim:::tn(>SP:rvir:e:Nnme=nvf':rviPw&.rli~nl '1/1 9/07 j:VL~M ~iN~ cU. WLXU N0.0977 ~G CoUNIY w AT.ER:!AND LAND REsoURCES DIVISlON DRAIN.AGE INvESTIGATION REPO~T P. 9/12 5,4-t;- ·-• JNVEm;OATIONREQUl!ST Type C -~ROBLl!M! . ..11Jl~ZW)l8VJ~,w..;.,,_____ ( IREcEiyEpsx:C':fMJ~ ~ate .. ·: "(L4o3oK'dhi~ Fru;No. 2003 -0::J'll/ . Received from: (Day) C 1$.}i (Eve) ( ) tAME· "'~ JM.J/1)_ PHONE v;.i-s:,]'f'. ADDR~s:}9ici§ 9iA fJ l . S City~~ Siate __ Zip tj<;oSS l°CATION 0 0FPROBLEM,IPD1FFERENT: . . .( . . ... l Block No; uired s --T-i-Parcel No. 75 q {J,O() liQ Kroll ~a:a Th.Bros: New h?J t, C ~ Basin () LK Council District . 6 . Ciiy Charge No. _______ _ 11£Sl'ONSE: Citimn notified on t/-Z-5 •tJ?:;, by: O<'... phone __ letter _ in pe:rson :as.(.;.3 t,f:rr ~v-,. . .• f{:"t/t:f> It . I/ 1i/o"7 H~ aM1kl ~!c.--(vvl/l'J(..) +o ~p,..) <,;-~ /f f P6SIT1~rf.-~ '1firot},_~ on _/_ __ . by_ OR: No further action rtcommended becanse: . · Lead agency has been notified: . · -·--------- -· Problem has been corrected. _ No problem bas been ide.ntified. _ Prior investigation addresses problem: . · . SEE FILE# . . I-Private problem -NDAP will not consider because; . . Water originates ons~·te and/ r llf,ighboringparcel · ' l __ Other (Specify): TE CL(?SED: ~/ /Si 03 By: -·-/µri?r'£Nt~ ~~w/~-~~ 0 a:bual &soun:es . Water and Land Resource Division · DRAINAGE INVESTIGATION REPORT FIELD INVESTIGATION ADDRESS 1h PHONE 253,852.5674 TBPAGE ---=""'-"u._--l KROLL PAGlt so: DA.TR MAINT. DIVJSION OODALS • SAll I. Site visit with Hany Trapp on 5-8-03. There Is soriie erosion on the steep bank to the East of 98"" PL s. (private rofcF and he would like some technical assistance. The erosion Is caused by a break in a 4" ADS pipe approximately 20' above the road In the bank. The origin of this pipe Is not knOWfl. Hany plans on connecting the pipe to the interceptor . drain he instahed behind the curb a 1ilw years ago be!ia11ss the' downstream end of the 4• ADS Is plugged wHh sediment ·1 due to minimal grade. This wlU eDmlnate the eros{i>n issue. Hany would also like 1166islance With the ti>llowlm.;il . . (1) Is Tract 'C' part of the NGPc? According 10 the Rf)con:led Plat document, only the solllheml!IOst 25' of Tract 'C' is ' part of the NGPe. . (2) Can the H.OA remove the blackberries fi'om Tract 'C' and replace with other Plantings to min~ erosion? Contact Jim Ballweber at King Cpunty (206-296-6779) to determine if a permit is reqµirad. Jim may also be able to help With the type of plantings best suited tor hfflslde erosion control. I (3J Is S. 192"" ST. Renton CL or Is it maintained by KC? S. 192"" ST is within Renton 'CL and Is maintained bY Renton. . · (4) Can they replace Blackl>errles with other plantings In~ city of Renton's easement on KC propeny? Contact Beman! Thompson at King County (206-296-7456) to appiy for a permll. I SKETCH: I I I I 1 I I i I i I ----------- I ' . , ' I I ' ., Tract 'C' EJ -------____ T ______________ _ : ~ I ~ I I ------·----. -+-------·--------- ~ ' ~-------- \ I ' \ I ' ?y------- I I L ___ · __ I I l Slea~ In pipe I ?I 1 •rc8.23.2005 3:01PM KING CO. WLR~ 8 ..i N0.0977 \P; 7/127 f~ I . ·· AlNGCouNcY w41;-.ANDJL.AND~s0UR.CESD1VISI0N . v v o DRAINAGE lNvESTIGATIONREPORT I !NVESTIGATIONREQuEST Type ~ -. ~OBLEM: J:'"a.J(.1:= ·1· ~EIVED BY: 1-lAt-.J q (;.l'-Date:::1.-ft;/" J OK'd by:])~ FILE No. 2003 -0 flt/ Received from: · l . .. (Day} c25~) I NAME: :Pn.'1 I ,·s ~~e.-fP 1 · PHONE 8:5 '2. -"7 o 5 ADoRl!SS: 1134: I 1 c;+i. .PL : S11v+ '-City ~6"" s~~ Zip €Ji'6S-S- {Eve) L____} _Other (Specify): I ··. ·rt~. n. LUU'l'· ::J:U~PM ',:,&)KING co. ~LKDntt'T2ti77l'b:i"rttrr:mrt:2te:r ::P"lhl''" "NO. 0977-P. 8/12· . -· , -· C ,'\ •• i, ~-, FILEN0.:200U1!)4. ~ KING COUNTY•. ==~Sonth,CityofRenton PHONE: (253) 852 -6705 DATE OF INVESTIGATION: 0}-05-03 · ~TIGATED BY: Virgil Pacampara DRAINAGE INVESTIGATION :REPORT'. FIELD INVESTIGATION ~ . . Eto the site on 3/05/03 at 7:30 AM 1D ~ au fuquily about a propccty to the Soulhat'Mi:s. Freed tbat has aFacilify Pond The: DOlific:ation that a filDce was to be constrw::tell a1opg wir propetf;f JiJJe. 1,. liml::e was OJDStrucled some dislaDcc ftom lhe p1opc,.1;Y 1 arc WOJJdcring if l!lklit;iunal iencc 1'ill be installed. Investigation shmved that die p:dmeler fcoce was lDstaUed at The Clfy' anuntmi Walershed It was a project af tlul CilY af'Renllm. :fiJr sa:u llsim IIIOund. the wa1mslicd ma. It is au 8-9 foot higb chain link fence. The J'Iiuect M.amp af is Mr. Riek Minim,.. The notification lelte a.ue :limn the City afllcmon. They enclose4 all the open ma within die waten!hed I spoke to bun about the iDquhy o.fMm. Fieed. H.e told me ihat tbily are dOlie with the pll!ject and 111c fence was installed at the original bot ·[E is located III tbe ~ npt the upstream. According to him they aballdouerl the plan of lnSl&Urog the fence nm to the prope.ty • Freed due to so= bamldmy dlspate and litigation's wi1h othm' a~ac:sut pr(lflerly at 1ho NB side of the~ refened Mm. Freed to him pa bis pcnnissioa I I I I I I I I I Residential Hanses ihPLSo. ! I I ! i i ·-·------~ I ' DNTS I 98"' Ave. SE .. ®i .. ·~==:::::::.~~··············:·r .. ·········· ·;-.,.~ =:~;=~on. ·····: -&·~:.::.::.:=:..-:.~···· . DowD.slope .'fo ......... ,.................... ..... ·1 --.............. .. .. . -... -· ..... . ... .. ... D ·····"'·····-.. (! ........... :·· Pmnping and Iii . ~. lw, • ........... \ : CblorineS~ ! ewJ4~ ; t ..... J l ; : ....... .... : ~ f .. ... . .. . . . ................ ·· ··~ : : . . @) RDFACILlTY ,. n~.n.:iuu, :J:UU~M K!N6 rn. WLKD. . N0.0977 KING COUNTY WAT.ER.AND LAND REsom«::Es DMSION P. 3/12. AYM j) DRAINAGE INvEsTIGAl'ION REPORT -. I ~ • \~ INVESTTGATIO'.~ ~UBSr ROBLEM: D~1NA (&P° Type ____,C.=--- . ax: L. bf5'71'.t-,; Date: .Jd,/oe oK'dby; ~ENo. 2002 --OJO-:J:::.:, • ) ' ...... ' s •'rL 1S • li::I . Received from: c:>.... • ~ 1 . ~y) ,'2..S"J} (Eve) (_._.J. t'AME: Al-lfK l<octtEA/cvsK y PHONE 2.73-1311 .ADDRESS: 'lS" 3 S ,7d. /?c,vp ..!'Z:_City Pe--,..r,-11,J State WA Zip ~~0$' 5" l:oCA TION OF PROBLEM, IP DIPFERBNJ': . · 'ccess l'ermission. Gran.ted D Call First i(W~uld-Like ;o lie Pres~) Jgj M' 4-'7 €~ Ce,,-/ A,.)~ ~ d ?'" ,a r c::e II vvV/:J ,,,;: ~ / ,._J ,: Y ,t,'t. b , ~e,...,-05 #-7,1-,1,..r7c:,V-4tV~ ~~"""1>~ j)e-;r.,,,.c,._,,_,.t--C ./Y"o l::.A-9 ,+,.-/4< or-A-,,:N f!:.rA-r.;,.,,. I I l1atname: LotNo: Block No: · ed 114 f-~ 7 Pm:ce!No.Q6~f2, l(roll.h£n_ Th.Bros: New·f£6(£,}. i!)P __ . Basinb.tJt._ . Council District_il.__ Charge No .. _________ _ LPoNSE: Citizen notified on "'3/'t-L /1. by: )('~one __ Jetter __ in person lA 11,,j) -c s"*~ f:v.i.~,s y:,o c-oou.,. A-.:-. 4--. A'V!>N1:'-I tJ.>,i.1.i,Q,'l... -n:, t,lO ,fWlll,;'I ... (.;::...-t-A-i-SSA-6t:'.: (\ .. c.-s,.:.r:, C,.,45£_ 1¥.; ~ (1. '1,1 ~--~1'2-c,-(l."\.~ . ,lsPOSITION: Turned to_ on / / by:_· . OR: No further action recommended because: -. _ L,,ad agency has beennotified:._~------------------------L Problem has been corrected. _ No problem bas been identified. _ Prior,investigation addresses problem: · •:. . ~~# . :J2 Private problem~ NDAP will not consider becau.se: I Water originates onsite andlor on neighboring parcel ..--f~J!I ' _KOtber (Specify): { rZ-71 ffL-By: __IL_~ ~J~ /1f rt?te.ve rTECLOSED: I I I I I I I I I I I I i I I I I I I F"da No: ~~ COMP_No ll'i!!M!t.1¥MI~ NAME: ~ Oats · Assigned l!l!!iiiiilfilJ lnvesligaW ~ Problem --COMMENTS Type Closed Date WWW DlsposiHon - ToScrsener ~ Dat8Scree!led :J-oCJO ~ O'f 3 / • NO. 0977 P. 2/12 FD.JNV W f:°CATION OF PROBLBM, IF DIP'Pl!Rl;;NT; ' . . t • ' . . j' : ' I " ' ilatname: y,t;-;...&dr £~&-s th.er encies involved: LotNo: ~ioc.kNo: s T R ParcelNo.~7;;..CXXJ/O Kroll"-Th.Bros: New frt{e;[J,l Basin {bl/{ Council District.~ City ____ CbargeNo .. ____ ~-- lfSPONSE: Cim:en notified on __ by: .:.__ phone __ I~ _in person --~ /...~ ~~ c.J CM/, ~ I'~ ,v,k-t ~ .... .f,pt. . 10-, w ... ~, · · · · · 1-1.b t ff7E -j1, >f€l~ 1V -:::rd;i!~ . . h-, ~..,.~,;-At«,, tf~t!f!.!9~/J,/1.1, 4,JVrJ'l''I ,A,f..A/>J7", · ~~;µJJPJ t.,7/GJ' ;9 µ~ R/llfP. · / v ,,.J s ~~ U ,.,._;:,,..., ~Aor,6-,......,.. 01',/ ;P/E,IIVJ4'J?;; l°~ll'IS'IZ~. DISPOSITI&I: urned to_ on / __ by ____ OR: No ftl11her action recommended because: L Lead agency has been notified: · • · · ··_ . :·.·: ,.;~.· , · . · . _ Problem has been corrected. 2(_ No problem has been identified. _ Prior investigation addresses problem: I-· · . SEE FILE# Private problem -NDAP will not consider liccame; . · __ Warer originates onsite and/or c,n neighboring parcel. In: CLOSED: 12 1 ~ ;~3 By: I>{U(f _. __ Other {Specify): I ;£1-J F 7> Pf? o VJ {)Gl> I DRAINAGE INVESTIGATION REPORT RELD INVESTIGATION J>Jt'I..Uls OFINVBSTIGA'llON: NIS On site 10-10-03 to investigate report of vegetation· 'eyesore' at Talbot Estates facility #D92539. Faclllty appears to be functioning properly and In good shape. All vegetation appears to be kept in good order ecept for a small amount of vegetation growing in the gravel access road. This facilily has a S.U.P. for the H.O.A. to.maintain the vegetation within tract A. SKETCH: · I -------~-----------------·----------------t S.194th ST -1--""-· ----------, r--< ~,-----=h,., I \ I '-\ ~ I \ I'\\., I I Lot4 A I ·\. ~,11\.. ', I ~; ' / ~ ' / '">-. · " 2 \ A1 ,,/,,,,, ! ---:---·r"' 1 :,_.w /,, . ii /,,,,' / \ Lot 1 I ,,-I \ ! I / / I l I;' ,,, I \ Iii I / \ 9612 1 j ~ Lot3 Lot2 \ I a5 / \ ! ~ I \ ' I ' i I \ i I / \ ! I , • j -·---. -~---' :1 _ _:_ __________ L ________________ ~ _____ _! ____ .. i I ,rt~.i.j.i.UUj j:UU~M KING CO. WLRD N0.0977 KlNG COUNTY WATER AND LAND REsOURCES DIVISION. .P. 5/12_ A\"'M IDRAINAGE lNVESTIGATION REPORT I PROBLEM: t/JA-1111.AC (I;: INVESTIGATION REQUEST Type c!, No. 2003- I NAME!: ~ k'o?t/AJt.-1/fk Y .. ADDRESS: "75J' :3' S'o /h~ 12 I LoCATION OF PROBLBM, IF DIFFERENT: I Access Permirsion Granted D Call F~ ~a~ 'Likc To~~)~ ,oO -l D~-:::,c, \ ~ f'g.cf\l c e!' t, 2.-0 z.c, 7 · ~(L, DA'f ~i;.,. .,41/GrES 1/t ... tfkp1...,.__;-ry ~e>os /720-. t:J&./-e;,:-e",,.,,.,,,-'K' f&t-/;J.At; ,;;-·5'f">-r~ Wt,,,,,-,,,..; ~,. ~A-0._.1...1 t'S Aau77/,t<JC', f 1:=-vh.JS J.;v~ / ~ ,,_778 Ai af/~,j_rc= ~/' y .(l.,.J,> P-K~- • 9ro}-(J:)(:}7 ~ . . P~-r~_,,,,,._,i,r-~ ... .,I,,_,,',) v..J. r~~ Lot No: • Block No: uired s T R ParcelNo.Li..i'2-lJ,£1'f4-3 Kroll /t2r Th.Bros: New t[C.Lf2 Basin 6t-f: Council District / :5 City Charge No. ______ _ ~NSE: Citizen notified on 71-i.-1 /3 ... by: ~ r~ne __ . letter _ in person ,. t'. ; ' . ,.· JJ ~ -k(l.:<!L w .~..) ~~ G 1-r.r o 'F rt.-.,....-,,,-..J '!> ~A. ,~-.le~ ~~ ~ 13,, \. I.. COJN~e_ t:(l_ ~*105 ~ ~-~ ~s....J @. C,TJC 0 ~ ~~ I . <:.. '-C~""'-::0 liISPOS1TION, Tllltled to_ on / ,' t ~ OR: No fur1hec action recommended because: llA. Lead ageney has been notified: G,_..,, '/ 1 ·P \s; x;Y:,;!T.O ..._, _ Problem has been cor:rcctcd. _ No problem has been identified. _ Prior investigation ad~sses problem: L · .SEEFILE# __ _ Private problem -NDAP will not consider because; · __ Water originates onsite and/or on neigbbc>ring parcel IATECLOSED: 6 1/A:ro:> By: _-2f!} • _Other (Specify): I ' I - I ,. I I I I I I I 1· I I I I I I I Complaint 2002-0207 Kozhenevs.ky Investigated by Andrew McDonald on March 19, 2002 I attempted to make contact with complainant, Alex Kozbenevsky, but I was UDable to reach him after leaving several messageS' on his cell phoµe voice mail. I visired the site as noted above and took photographs of the site. The site sits adjacent to a wetland and was review.ed under DDES building permit number B96ROS78. The site was reviewed for both~ and drainage concerns on site. Wetland conditions iue}uded a notice on title for the set aside of wetlands on the property to be mainmined as native growth per the SAO. The general area has been the subje.ct of previous groundwater complaints. Complainant's property sits at the bottom of the hill on the west side of Talbot RD S. The building pad for the residence sits approximately ten feet below the road grade for Talbot RD S. The ymd SUl'l'OIUlding the residence while landscaped with plantings and grass lawns has many varieties ofR.uslws growing on sit.e where lawn bas given way to wet saturated soils, Seeps 'and springs flow from the ellS1:em side of lot and flow to'WlU'ds the wetlands behind the residence and demched garage on sit.e. Water is also flowing from craclced areas of stucco walls surrounding the snrliway leading to the front entrance of the residence. The eastmi yard of the property is highly saturated and would need to have in~eptor trenches placed and discharged to wetlands :requiring the comp]eine,nt to contact DOES regarding worlcing within the SAO buffer. . 9533 5 , ' I I I I· I I I I I I I I I I I I I I I r co. LJ. Lvv,-J: v Ir~~ mu Lv, WLKJ4':"4··«.•.•= , • .......,.,., ·' iedl•::6} •'ii,· ·Ii ,,,NO. 097711P, Complaint2003-0011 Kozhenevsky , Investigated by Andrew McDonald Oil Januai:y 9, 2003 Visited site and met with Mr. Kozhenevalcy. He is concerned with water entering his site from Talbot RDS and from S 192nd ST. The Coum;y-Cityboundary line is S 192nd ST. On the north side of the street is the City ofR.ent.on an~ on the south side is King County. Mr. Kozhencvsky is r.aocemm about the water he gets from his-easte.m and nortbrm property lines which border Talbot RD S to the east and S I92'u1 ST to the north. He believes that failure to maintain the roadside ditch on the we.item side ofTalbpt RD S and along the southern side of S 19211<1 ST, east ofTalbot RD have caused water to sheet fl.ow across Talbot and onto his lot ar the intersection. Mr. Kozhenevsky is hoping that King County Roads can provide some relief in cleaning the ditches and keep 'IVllter from entering his site. Mr. Kozhenevsk:y also wishes to build a retaining wall/rockety along his property line. i ~ him to DD~ fbr permitting and reqoimnmts. Addendum <Entered 2-21-03}: I spoke to John Thompson at City efR.enton Public Woiks/ Road Maiu.tonaru:e. I relayed the problem Mr. Kozbaievslcyreported to Mr. Thompson as this portion of right-of-way is maintained by the City ofR.enton and not by King County Roads per Bill Conner at King Co Roads. I told Mr. Kozhenevsk:y that I had given this complaint to lhe City ofR.enton. He would prefer that his name not be given to the City nor his t.elephone number. · · · of wsperMr. j!{azhent111lcy 9533 i· ~ ~ .,.:- <J S 192nd Si (0=- ilch draining to cross oulvert leading to atfall ullimately feediD3 Springbrook CR. I I I I I I I I I I I I I I I I I I I FIELD INVESTIGATION Existing Course On July 26th, 2005, a site visit was conducted. The weather was warm, 85 degrees and sunny. The week prior to this site visit was moderately dry and warm. The downstream analysis begins at the western property boundary (point A). See Downstream Analysis Existing Course exhibit on the following pages. The drainage sheet flows southwest for approx. 120 ft. across three lots and discharges onto 99th Place S. (point 8). The flow continues south along the flow line for approximately 150 ft. until it enters a type I catch basin (point C). The flow continues south through an existing storm drain system consisting of 12" concrete pipe and type I catch basins for approximately 440 ft. The pipe enters a type I catch basin on the edge of a cul-de-sac at the south end of 99th Place S. where there are signs of the flow passing over the top of the catch basin and flowing down the steep slope into the ravine (point D). The flow continues south through an SAO landslide area for approximately 75 ft. through a 12" corrugated metal pipe and discharges via a type II catch basin at the bottom of the ravine (point E). The flow continues southwest though the SAO landslide area via a stream channel for approximately 75 ft where it leaves the SAO landslide area and enters an SAO erosion area (point F). The flow continues west through the SAO erosion area via a stream channel for approximately 1000 ft. where it connects with another stream and exits the SAO erosion area (point G). The flow continues northwest along the stream channel for approximately 200 ft. where it enters a culvert which crosses under Talbot Road S. (point H). The flow continues northwest through the culvert for approximately 200 ft. and discharges west of Talbot Road S. (point I). The flow continues northwest for approximately 350 ft. via a stream channel where it enters the Gallagher property which has a drainage complaint on file with King County Surface Water Management (point]). The flow continues north for approximately 150 ft. through the Gallagher property where it discharges into an SAO wetland (point K). The flow then discharges at the northwest edge of the wetland (point L) and enters a culvert which discharges on the north side ofS. 192°d St. (point M). This point is approximately 0.6 miles from the project site. This ends the field investigation. -.. ·--~-. -:...~---- • 5-22-S ~bf\~TON· ~d ~ 1...t_·_,_' ------- ~~' E ·1/2 6-2 2-5 '12 .:.IA ' ,p,-.__/ ' , .5fii},y __ , f:QB.E9J3.ll£....__.1,J.Jt!.J.}:-,.._. --. 2 _ _'._td : ·-!< 6 0 C 9· , '\JA 1 . , C V \. -~~-::w-,.. ~ L....' fil L " • V REi.,JTON ~;:jj~;;..ti.!;1;;;Hii:::;;;;%i~~~l~.~~~-~7~E3=3~8,H===3~s~'-\+~I. -- > I Z 7? C 5,ip ~ E3 3 C:3 C) o/' G r--. ----~ ElE!S, -----. ~ .\1':'S1'\., -,....,..,. j ·~--eE=i,s_=, ~~~,;or-·--o--~, q • -./"' ./"x>im . ., Ell :_::I /(/ '<"1-'\<-0¥ ( '" !; ,-..., • , /\,A.,/ 'v \/ -\,.jQ, I:,. s~ . .w0~-:.~~'1~'\ ,-, " -, ;I :.·:1 , ,,, < :-J,i"' /' ·S ,, X y ""' '. ij J '•<\ ::-;~ '< ;I.;>/;,. -, ~ I ltiil . ,· ., ,A .. · .o.. .. ·. ,· S.· 4 B I O '·l • , .· L'0-::7' ~-. ·.. :.-' i:,;, I I ,: .) ',' T . \,'.\ '· '',' ' ' ~_, ''i -9 ·~ ' -·, .<. ' '-, ' 0 "1 ,,., · ·:~··· '-· :':'.:."cf ," __ -_,~r1·) 1 ,~,..1-• l ! 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McKean NORIB f SCALE: 1" 200' DOWNSTREAM ANALYSIS G EXISTING COURSE .:.J..jd_C TALBOT RIDGE t!i': CORE PROJECT NO. 04120 ~ -IP! --------:----- OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Basin 04120 Talbot Ridge -Existing Course Subbasin Name: ramage Component Type, NamC! and Size ype: sheet now, swale, see map I stream, channel, pipe, pond; Size: diameter, surface area l site-A lsheet flow A-8 sheet flow 8-C I shallow channel IC-D D-E E-F F-G G-H pj_e_e flow pipe flow channel flow channel flow channel flow ~,;::.':':'~,~,,~~--~::<f,tJfil:{'t~ drainac~_ b~ffitYi&etaHoii; C?ve-r~¥ depth, type Of SCOSitiVe· aiea:.Votumli -·,··" -. ·~,, .. "':.:·"·> '"~,· site discharge adjacent lots roadway & adjacent property roadway & adjacent property roadway & adjacent property adjacent prope~ adjacent propert_}:' adjacent prope~ H-1 1-J pipe flow adjacent property IJ-K K-L L-M channel flow adjacent property channel flow adjacent property plug flow in wetla_n~ adjacent property pipe flow \adjacent property 0' 0'-120' 120'-270' 270'-710' 710'-785' ISAO Landslide Area 785'-860' SAO Landslide Area 860'-1860' ISAO Erosion Area I 860'-2060' 2060'-2260' 2260'-2610' 2610'-2760' IWLRD Drainage Co,:iplaints 2760'-2960' SAO Wetland 2,960'-3,130' --- Subbasin Number: evidence of flow bypassing CB evidence of scourin~ evidence of scouring --- I I I I I I I I I I I I I I I I I I I FIELD INVESTIGATION (continued} Discharge Course On February 22nd, 2005 a site visit was conducted. The weather was cool, 45 degrees and sunny. The week prior to this site visit was moderately dry and cold. The downstream analysis begins at the northwest corner of the property (point 1 ). See Downstream Analysis Discharge Course exhibit on the following pages. This is where the outfall for the site will be located. The roadside ditch, on the south side of SE 192"d Street, is well defined here and protected from erosion with rip-rip. There are standing pools of water in the ditch where debris is piled but there is no running water in the ditch at this point. The open ditch goes from the culvert under the existing driveway to another pipe before entering a catch basin (point 2). This CB is connected to the next CB on the north side of the road (point 3). There are a series ofCB's, perhaps two that are not visible and may have been buried because of recent shoulder and driveway construction along the north edge of the road (point 4). The storm conveyance system does emerge around the bend of the road and still on the north side (point 5). The pipe was partially buried and covered with debris but looked to be 18-inch. From the end of this pipe the water enters a deep, rectangular shaped channel approximately 6-feet x 6-feet in size. The channel appears to be man-made and is heavily protected with large rip-rap. The channel goes through heavy underbrush and emerges from the property on the north side of the final easterly bend in SE 192nd Street (point 6). At this point the channel, the roadside ditch on the north side of the road, and a minor cut-off ditch from the north all combine into one grated catch basin before continuing west along the north side of SE 192nd Street in a combination of short culverts and open ditch. The ditch is heavily protected with rip-rap (point 7). Over topping of driveway culverts has happened along here but flow that remains in the ditch does not appear to be eroding the ditch. This ditch has not been well maintained and.it appears that the overtopping of the driveway culverts and the ditch in most locations could be minimized by removing the large accumulations of debris in the ditch at the upstream ends of the culverts. The culverts are full of sediment; therefore it is difficult to determine the size. They appear to be 18-inch. There is no running water in the ditch at this point. This ditch continues west to where it drains to a 24-inch pipe and continues west under Talbot Road. The pipe invert is deep, perhaps 4 feet down below the roadway and heavily protected with riprap. There is no sign that the runoff overtops the road (point 8). This point is Y.-mile from the project site. The pipe enters a CB in Talbot Road that has a solid locking lid. There was no outfall found from this CB. Researching County records will be needed to determine the exact outfall location (see addendum that follows). All water within this basin converges about Y.-mile further west (point 9) with stream flow from the south that passes under SE 192nd Street in a 36-inch CMP culvert. The upstream end of this culvert is partially buried with sediment deposited because of debris in the end of the pipe. The downstream end forms in a 20-foot diameter pool with the culvert end hanging about the stream channel by approximately I-foot. The stream channel takes a 90-degree bend at this pool and parallels the road until it reaches the SR I I I I I I I I I I I I I I I I I I I 167 highway where it continues west in a 48-inch pipe. This point is one mile from the project site (point 10). This ends the field investigation this day. Addendum to Investigation On March 18th, a sunny dry day, the manhole at point 8 was revisted to remove the locked top since City of Renton records where not clear as to the existing conveyance system. After removing the top a 24-inch pipe entering from the ditch previously mentioned along with an 18-inch from the north along Talbot Road was found. The outfall pipe is a 36-inch going west, after taking a bearing on this pipe another locked CB was discovered about I 00 feet west that was covered by dirt and landscaping (point A) and continues 200 feet west to a CB at point B then 50 feet more to a ditch at point C on the north side of SE. 192°d Street. The ditch is well defined and continues west to point 9 described in the previous investigation. There is no sign of overtopping or erosion in this ditch but the ditch is heavily chocked with vegetation between point C and point 9. This ends the 2°d field investigation. It was reconfirmed that this basin does not enter Spring Brook Creek above the fish farm. .. ;)N; ro"'-' ,g ~c-.l 0 " ii II ,, '"_-1· 1 ·~ ·<:1 I I: iBi .... , '.,,~·it ·.1 J 2'.::. ~ -----~-----' -.. ® -~· ~"' ;;;;:-i-,i:, ) t1) .. .. -------.. ~-t·.; I I .. ::~. I~,. : .,.",:· -----, ·,•.;,·.:. ----- ·' . ' ... '?x--y..? ,),,!':;,/:-? // ·~ ........ : 'J~ .. J[_; ,,. •; ,; !! • .-...;!! ~ - ----- I I , .. I I I I I I I I I \ \ OOOSdH\ pa11Ja •wef 'f'lV ss:ro:s SOOZ/£Z/Z 'BMp·iozir JX\OdO!\I\JOS\OUtOIWOZ\:r 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 FACILITY ANALYSIS AND DESIGN: A. Hydraulic Analysis The drainage analysis was modeled using the King County Runoff Time Series software. The onsite soils are Alderwood (AgC), KCRTS group Till per the Soils Map attached on the following pages. The site is located in the Sea-Tac rainfall region with a location scale factor of 1.0. EXISTING CONDITIONS EXISTING BASIN BOUNDARY The existing drainage basin boundary will include the property area, 190,123 square feet, less the existing pavement within the property boundary that will remain as is along the west boundary that is part of the road section for 102"d Avenue SE, 4,011 square feet, less a portion of Tract D that will remain undisturbed, 23,860 square feet, plus proposed improvements along SE 192nd Street and I 02nd Avenue SE outside the property boundary, 18,660 square feet. Existing ground cover will be modeled as Till-Forest. The following information was used for generating time series and flow frequencies. EXISTING CONDITIONS Total Area= 180,912 sq. ft. or 4.15 acres (04120ex) GROUND COVER AREA(acre) Till-Forest 4.15 SOILS MAP TALBOT RIDGE EST A TES CORE NO. 04120 ·,: 11 • \.\",\'\'·Q -~·,, "I/I~ I I I I I I I I I I I I I I I I I I I 6.4.J WETPONDS-BASIC AND LARGE -METHODS OF ANALYSIS FIGURE 6.4.1.A PRECIPITATION FOR MEAN ANNUAL STORM IN INCHES (FEET) ST 1.1 0.54" I0.045') CZ:..."J Incorporated Area ...on River/Lake Major Road ST 1.0 -G 5\ \ 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 24 The mean annual storm l:s a conceptual storm found by dividing the annual precipitation by the total number of storm events per year LA 1.0 LA 1.2 •HOHOMl5~ (OUHTY KING (OUNTY result, generates large amounts of runoff. For this application, till soil types include Buckley and bedrock soils, and alluvial and outwash soils that have a seasonally high water table or are underlain at a shallow depth (less than 5 feet) by glacial till. U.S. Soil Conservation Service (SCS) hydrologic soil groups that are classified as till soils include a few B, most C, and all D soils. See Chapter 3 for classification of specific SCS soil types. 2005 Surface Water Design Manual 1/24/2005 6-71 I I I I I I 1·, I I :I I, I I I I I I I I Flow Frequency Analysis Time Series File:04120ex.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0. 262 2 2/09/01 18:00 0.071 7 1/06/02 3:00 0. 194 4 2/28/03 3:00 0.007 8 3/24/04 20:00 0.115 6 1/05/05 8:00 0. 201 3 1/18/06 21:00 0.169 5 11/24 /06 4:00 0.335 1 1/09/08 9:00 Computed Peaks -----Flow Frequency Analysis------- -Peaks Rank Return Prob (CFS) Period 0.335 1 100.00 0.990 0. 262 2 25.00 0. 960 0.201 3 10.00 0.900 0. 194 4 5.00 0.800 0.169 5 3.00 0.667 0 .115 6 2.00 0.500 0.071 7 1. 30 0.231 0.007 8 1.10 0.091 0.310 50.00 0.980 I' I I i I I I I I I I I I I I I .I I I DEVELOPED CONDITIONS The proposed project includes constructing 22 single-family residential lots with associated roadways and utilities. Access to the site will be via 102"d Avenue SE. Half- street improvements on 102"d Avenue SE along the property's east frontage, including pavement widening and installation of curb, gutter, and sidewalk, will be completed as part of the subject project as well as more extensive improvements along SE 192nd Street which will address existing inadequate stopping sight distance. FLOW CONTROL BMP REQUIREMENTS Per Section 1.2.3.3 in the 2005 KCSWDM, projects subject to Core Requirement #3 must apply flow control BMPs to impervious surfaces as directed by this section to either supplement the flow mitigation provided by required flow control facilities or provide flow mitigation where flow control facilities are not required. Flow control BMPs must be selected and applied according to the basic requirements, procedures, and provisions detailed in Section 5.2 and the design specifications for each BMP in Appendix C, Section C.2. Since approval will be required for the subdivision as well as the building permits for the newly created lots, both kinds of flow control BMP implementation are required as described in Section 5.2. Individual Lots Per Section 5.2, for individual lots, implementation shall be in accordance with the "Individual Lot BMP Requirements" in Section 5.2.1. The individual lots on the subject project are smaller than 22,000 square feet and therefore, fall under the Section 5.2.1.1 "Small Lot BMP Requirements". Since full dispersion and full infiltration are not feasible, one or more of the following BMPs listed under Section 5.2. l. l (3.) must be applied to an impervious area equal to at least 10% of the lot for lot areas up to 11,000 square feet. The "Reduced Impervious Surface Credit" per Appendix C, Section C.2.9 will be applied to the lots for the subject project. A "Restricted Footprint" will be the technique used to receive the "Reduced Impervious Surface Credit". Without the reduced impervious surface credit requirement, the maximum impervious area per lot is calculated using the criteria in the 2005 KCSWDM page 3-27 and K.C.C.21A.12.030. The proposed development is urban residential. The site is R-6 zoning. Per K.C.C.21A.12.030, the maximum impervious area per lot is 70%. The total lot area is 114,855 square feet. The maximum impervious area for the lots is therefore, 70% * 114,855 square feet= 80,399 square feet. The average maximum impervious area per lot is 80,399 square feet/ 22 lots= 3,654 square feet per lot. Per the 2005 KCSWDM page 3-27, the maximum impervious area per lot would either be 4,000 square feet or the maximum impervious area as stated in K.C.C.21A.12.030, whichever is less. The impervious area will therefore, be equal to 80,399 square feet for all the lots since 3,654 square feet is less than 4,000 square feet. I I 'I I I I I I 1: I I I 1· I I I I I I Utilizing the restricted footprint technique to receive the reduced impervious surface credit, the maximum impervious area for the lots will be 60%, 70% (lot area) -I 0% (lot area). The maximum impervious area for the lots is therefore, 60% * 114,855 square feet = 68,913 square feet. The distribution for the impervious area over the lots will be decided at building permit such that when the total impervious area for the lots are summed, the total lot impervious area will not exceed 68,913 square feet. Subdivision Projects Per Section 5.2, for subdivision projects, credits are appli(:!d for the application of flow control BMPs per Table 5.2.2A (p. 5-12). Per Table 5.2.2A, the flow control BMP that will be implemented is the "Perforated Pipe Connection" which has no facility sizing credit. DEVELOPED BASIN BOUNDARY The developed drainage basin boundary will include the property area, 190,123 square feet, which includes the existing pavement within the property boundary that will remain as is along the west boundary that is part of the road section for I 02"d Avenue SE, less a portion of Tract D that will remain undisturbed, 23,860 square feet, plus proposed improvements along SE 192nd Street and 102"d Avenue SE outside the property boundary that will be captured within the proposed conveyance system, 14,649 square feet. Developed Drainage Basin Area Bypassing Proposed Combination Water Quality/ Detention Vault A bypass area equal to 3,821 square feet of landscaped area within the storm drainage easement within Tract D will be compensated for within the detention calculations. Developed Drainage Basin Area Tributary to Proposed Combination Water Quality/ Detention Vault The developed drainage basin boundary tributary to the proposed combination water quality/detention vault is equal to The developed drainage basin area less the bypass area or 190,123 square feet -23,860 square feet+ 14,649 square feet -3,821 square feet= 177,091 square feet. DEVELOPED CONDITIONS Total Area= 177,091 sq. ft. or 4.06 acres BREAKDOWN TRIBUTARY TO VAULT AREA DESIGNATION AREA(so. ft.) 1oru AVE SE AND SE 192NU ST R/W 23,031 Existing Impervious 4,011 Prooosed Impervious 16,478 Pervious 2,542 SE 192 ,u PL 20,414 Impervious 19,210 Pervious 1,204 I I I I I I I 'I I I I I I I I I I I I DEVELOPED CONDITIONS Total Area= 177,091 sq. ft. or 4.06 acres BREAKDOWN TRIBUTARY TO VAULT ( continued) AREA DESIGNATION AREA(sq. ft.) TRACT A 3,066 Imoervious 2,676 Pervious 390 TRACTB 3,444 Impervious 2,703 Pervious 741 PORTION OF TRACT D 12,281 Pervious 12,281 LOTS 114,855 Imoervious 68,913 Pervious 45,942 DEVELOPED CONDITIONS Total Area= 3,821 sq. ft. or 0.09 acre BREAKDOWN BYPASSING VAULT AREA DESIGNATION AREA(so. ft.) PORTION OF TRACT D 3,821 Pervious 3,821 The following informaiion was used for generating time series and flow frequencies. DEVELOPED CONDITIONS Total Area= 4.06 acres TRIBUTARY TO VAULT (04120d) GROUND COVER AREA(acre) Till-Grass (Landscaoing) 1.44 Impervious 2.62 DEVELOPED CONDITIONS Total Area= 0.09 acre BYPASSING VAULT (04120by) GROUND COVER AREA(acre) Pervious 0.09 I I 21 A.12.030 A. Densities and dimensions -residential zones I I RESIDENTIAL I z RURAL U1IIIAN U1IIIAN 0 • ....... RESIDENTlAI. E s I STAND...,. RM?.5 .... RA-10 RA·ZO UR .. , R-4 ... ••• R-12 R-18 R-24 R-48 (17) Bae oenstty: 02 02 0.1 .... 02 1 • ' • 12 18 24 48 I ........ ·-du/a< --du/,e du/a< ·-du/,e ---du/a< --(21) (8) (15) I IIIDdmum DensJty: ... ... • • 12 " Z7 38 n Dwdln; Unltl.Acn ---..., .. ·-..... -·-·-(1) ('II) (211) 1221 lllnlmwn Dlnslly: -.... .... -"" 70% .... I (2) (12) (12) (12) (18) (11) (11) (18) (11) (18) (18) {23) I Ulnlmum LDt 135ft 135 ft 1Uft ·135 ft 35ft 35ft 30ft 30 ft 30ft 30ft 30ft 30ft 30 ft -(7) (7) I') I --30ft 30 ft 30ft 30ft 30ft 20 ft 10ft 10 ft 10ft 10 ft 10ft 10ft 10ft -(8) (9) (8) ~8) (8) (8) (8) (8) (8) (9) (7) (7) (8) {>) ' lllnlmum ln.t8rlor 5ft . 10ft 10ft 10ft 5ft • ft •• 5ft 5ft 5ft •• •• •• -(9) (9) fl) (8) (7) (7) (10) {101 110) (10} 13) (18) BaNHolgM ... 40ft ... 40ft 35ft "" 35ft "" "" ... "ft OGft 60ft I (<) <Sft ... IOft 80ft 80ft (1') (1<) (14) 114) 114) r ·--""" 20% ,,.. 12.5'1. 30% '°" .... 70% 75% "" "" "" -I fiii:::, ·--(11) 111) (11} (11) (111 (11) ....._,, Surfac:e: (19) {19) (19) (19) -(5) ·1 I I 12-2 (King County 6-00) I I I I I I I I I I I I I I I I ,, I I I I Flow Frequency Analysis Time Series File:04120d.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0. 764 6 2/09/01 2:00 0.626 8 1/05/02 16:00 0.918 3 2/27/03 7:00 0.680 7 8/26/04 2:00 0.818 4 10/28/04 16:00 0. 811 5 1/18/06 16:00 0.988 2 10/26/06 0: 00. 1. 54 1 1/09/08 6:00 Computed Peaks -----Flow Frequency Analysis------- --Peaks Rank Return Prob (CFS) Period 1.54 1 100.00 0.988 2 25.00 0.918 3 10.00 0.818 4 5.00 0.811 5 3.00 0. 7 64 0.680 0.626 1. 36 6 7 8 2.00 1. 30 1.10 50.00 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 I I I I I I I I I I I I I I I I I Flow Frequency Analysis Time Series File:04120by.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0.008 3 2/09/01 2:00 0.004 7 1/05/02 16:00 0.010 2 2/27/03 7:00 0.002 8 3/24/04 19:00 0.004 6 1/05/05 8:00 0.008 4 1/18/06 16:00 0.007 5 11/24 /06 3:00 0.019 1 1/09/08 6:00 Computed Peaks -----Flow Frequency Analysis------- --Peaks Rank Return Prob (CFS) Period 0.019 1 100.00 0.990 0.010 2 25.00 0.960 0.008 3 10.00 0.900 0.008 4 5.00 0.800 0.007 5 3.00 0.667 0.004 6 2.00 0.500 0.004 7 1. 30 0.231 0.002 8 1.10 0.091 0.016 50.00 0.980 I I I I I I I I I I I I I I I I I I I B. Detention Routing Calculations Conservation (Level Two) Flow Control shall be utilized to mitigate for the developed storm drainage flows. The live storage portion of the combination water quality/detention vault will satisfy this requirement. The vault will be located in the northwestern comer of the subject property. As a requirement of the 2005 KCSWDM Adjustment Request (File No. L05V0061), a 10% volumetric factor of safety will be applied to the detention facility. See copy of approved adjustment in Section 2 of this Report. The proposed vault includes compensation for the developed bypass area. The vault (04120vlt.rdf) was sized based on the 2005 KCSWDM and KCRTS Computer Software Reference Manual. See attached KCRTS printouts. Per the KCRTS printout, the vault surface area is 5,353 square feet. Per the 2005 KCSWDM Adjustment, the required surface area was adjusted with a 10% volumetric factor of safety. The vault to be constructed will therefore, have a minimum surface area equal to 110%*5,353 square feet= 5,888 square feet. The primary overflow for the vault is the riser pipe on the control structure. The water surface elevation above the riser for the I 00 year, 15-minute developed flow is calculated assuming all orifices are plugged. To pass the 100-year, 15-minute return period storm, 3.82 cfs, through a 15" overflow riser will require 0.46 feet of head per the following equation: Q = 9.739DH312 or 3.82 = 9.739(1.25)H312 . See attached flow frequency analysis on the following pages for calculation of the I 00-year, 15-minute return period storm. The primary overflow elevation would therefore, be equal to the elevation of the top of the riser plus the amount of head required to pass the I 00-year return period storm, Elev. 368.83 + 0.46 feet= Elev. 369.29. I I I: Retention/Detention Facility ~\~ \l \t Type of Facility: Detention Vault I Facility Length: 83. 64 ft Facility Width: 64.00 ft Facility Area: 5353. sq. ft Effective Storage Depth: 9.89 ft I Stage 0 Elevation: 359.09 ft Storage Volume: 52941. cu. ft Riser Head: 9.74 ft I Riser Diameter: 15.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter I (ft) (in) (CFS) (in) 1 0.00 0.91 0.069 2 6.30 1. 63 0.133 4. 0 3 8.40 0.81 0.021 4.0 I Top Notch Weir: None Outflow Rating Curve: None I Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 359.09 803. 0.018 0.000 0.00 I 0.01 359.10 857. 0.020 0.002 0.00 0.02 359 .11 910. 0.021 0.003 0.00 0.03 359.12 964. 0.022 0.004 0.00 I 0.04 359.13 1017. 0.023 0.004 0.00 0.05 359.14 1071. 0.025 0.005 0.00 0.06 359.15 1124. 0.026 0.005 0.00 0.07 359.16 1178. 0.027 0.006 0.00 ·I 0.08 359 .17 1231. 0.028 0.006 0.00 0.27 359.36 2248. 0.052 0. 011 0.00 0. 4 6 359.55 3265. 0.075 0.015 0.00 ·1 0. 65 359.74 4282. 0.098 0.018 0.00 0.84 359.93 5299. 0.122 0.020 0.00 1. 03 360.12 6317. 0.145 0.023 0.00 1. 22 360.31 7334. 0.168 0.025 0.00 I 1. 41 360.50 8351. 0.192 0.026 0.00 1. 60 360.69 9368. 0.215 0.028 0.00 1. 79 360.88 10385. 0.238 0.030 0.00 1. 99 361.08 11455. 0. 263 0.031 0.00 I · 2. 18 361. 27 124 72. 0.286 0.033 0.00 2. 37 361.46 13489. 0.310 0.034 0.00 2.56 361. 65 14507. 0.333 0.036 0.00 I 2. 75 361. 84 15524. 0.356 0.037 0.00 2. 94 362.03 16541. 0.380 0.038 0.00 3.13 362.22 17 558. 0.403 0.039 0.00 3.32 362. 41 18575. 0. 426 0.041 0.00 I 3.51 362.60 19592. 0.450 0.042 0.00 3.70 362. 7 9 20609. 0.473 0.043 0.00 3.90 362.99 2167 9. 0. 498 0.044 0.00 I 4.09 363.18 22697. 0.521 0.045 0.00 4.28 363.37 23714. 0.544 0.046 0.00 I \ I I 4.47 363.56 24731. 0.568 0.047 0.00 4.66 363.75 25748. 0.591 0.048 0.00 I 4.85 363. 94 2 67 65. 0.614 0. 04 9 0.00 5.04 364. 13 27782. 0.638 0.050 0.00 5.23 364.32 28799. 0.661 0.051 0.00 I 5.42 364.51 29816. 0. 684 0.052 0.00 5.61 364.70 30833. 0.708 0.053 0.00 5.80 364.89 31850. 0.731 0.054 0.00 6.00 365.09 32921. 0.756 0.055 0.00 I 6.19 365.28 33938. 0.779 0.055 0.00 6.30 365.39 34527. 0.793 0.056 0.00 6.32 365.41 34634. 0. 7 95 0.056 0.00 I 6.33 365. 42 34687. 0. 796 0.058 0.00 6.35 365.44 34 7 94. 0.799 0.061 0.00 6.37 365.46 34901. 0.801 0.065 0.00 6.38 365.47 34955. 0.802 0.070 0.00 I 6. 4 0 365.49 35062. 0.805 0.076 0.00 6. 42 365.51 35169. 0.807 0.081 0.00 6.44 365.53 35276. 0.810 0.083 0.00 6.63 365. 72 36293. 0.833 0.098 0.00 I 6.82 365.91 37310. 0.857 0.110 0.00 7.01 366.10 38327. 0.880 0.119 0.00 7.20 366.29 39344. 0.903 0.128 0.00 I 7.39 366.48 40361. 0. 927 0.135 0.00 7.58 366.67 41378. 0.950 0.142 0.00 7.77 366.86 42395. 0. 973 0.149 0.00 7.96 367.05 4 3413. 0.997 0.155 0.00 I 8.15 367.24 44430. 1. 020 0.161 0.00 8.35 367.44 45500. 1. 045 0.167 0.00 8.40 3 67. 4 9 45768. 1. 051 0. 168 0.00 I 8.41 367.50 45821. 1. 052 0.169 0.00 8.42 367.51 45875. 1. 053 0.169 0.00 8.43 367.52 45928. 1. 054 0.171 0.00 8.44 367.53 45982. 1. 056 0.173 0.00 I 8.45 367.54 46035. 1. 057 0.174 0.00 8.46 367.55 4 60 8 9. 1. 058 0.174 0.00 8.47 367.56 4 614 3. 1.059 0.175 0.00 I 8.48 367.57 46196. 1. 061 0.175 0.00 8.67 367.76 47213. 1. 084 0.185 0.00 8.86 367. 95 48230. 1.107 0.193 0.00 9.05 368.14 49247. 1.131 0.200 0.00 I 9.24 368.33 50264. 1.154 0.207 0.00 9. 43 368.52 51281. 1.177 0.213 0.00 9.62 368. 71 52298. 1. 201 0.219 0.00 9.74 368.83 52941. 1. 215 0.223 0.00 I 9.84 368.93 53476. 1. 228 0. 611 0.00 9. 94 369.03 54011. 1. 240 1. 320 0.00 10.04 369 .13 54547. 1.252 2.230 0.00 I 10.14 369.23 55082. 1.265 3.310 0.00 10.24 369.33 55617. 1. 277 4.420 0.00 10.34 369.43 56153. 1. 289 4.820 0.00 10.44 369.53 5 6 68 8 . 1. 301 5.190 0.00 I 10.54 369.63 57223. 1. 314 5.530 0.00 10. 64 369.73 57758. 1. 326 5.850 0.00 10.74 369.83 5 8 2 94 . 1. 338 6.160 0.00 I 10.84 369.93 58829. 1.351 6. 4 50 0.00 10. 94 370.03 59364. 1. 363 6. 730 0.00 I I I I I I I I I I I I I I I I I I I I 11. 04 370.13 59900. 1. 375 7.000 0.00 11. 14 370.23 60435. 1. 387 7.250 0.00 11. 24 370.33 60970. 1. 4 00 7.500 0.00 11. 34 370.43 61506. 1. 412 7.740 0.00 11. 44 370.53 62041. 1. 424 7.970 0.00 11. 54 370.63 6257 6. 1. 437 8.200 0.00 Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 1. 54 0. 96 9.89 368.98 2 0.76 0.22 9.74 368.83 3 0.99 0 .17 8.32 367.41 4 0.92 0.18 8.55 367.64 5 0.81 0.11 6. 79 365.88 6 0. 82 0.05 6.04 365 .13 7 0.63 0.05 5.69 364.78 8 0. 68 0.04 3.75 362.84 Hyd R/D Facility Tributary Reservoir Outflow Inflow Inflow 1 0. 96 0.02 ******** 2 0.22 0.01 ******** 3 0.17 0.01 ******** 4 0.18 0.01 ******** 5 0.11 0.01 ******** 6 0.05 0.00 ******** 7 0.05 0.00 ******** 8 0.04 0.00 ******** Route Time Series through Facility Inflow Time Series File:04120d.tsf Outflow Time Series File:vltout.tsf POC Time Series File:04120out Inflow/Outflow Analysis Peak Inflow Discharge: 1. 54 CFS Peak Outflow Discharge: 0. 963 CFS Peak Reservoir Stage: 9.89 Ft Peak Reservoir Elev: 368.98 Ft 53742. 52938. 45361. 46546. 37142. 33117. 31283. 20896. POC Outflow Target Cale ******* 0.97 0.24 0.23 ******* 0.17 ******* 0.18 ******* 0 .11 ******* 0.06 ******* 0.06 ******* 0.04 at 6:00 on Jan at 10:00 on Jan Peak Reservoir Storage: 53742. Cu-Ft 1.234 Ac-Ft Add Time Series:04120by.tsf 1. 234 1. 215 1. 041 1. 069 0.853 0. 760 0.718 0.480 9 in 9 in Year 8 Year 8 Peak Summed Discharge: 0.969 CFS at 10:00 on Jan 9 in Year 8 Point of Compliance File:04120out.tsf Flow Duration from Time Series File:vltout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS % % % 0.003 28457 46.407 4 6. 4 07 53.593 0.536E+OO 0.009 7540 12. 2 96 58.704 41.296 0. 413E+OO 0.016 5599 9.131 67.834 32.166 0.322E+OO 0.022 5236 8.539 76.373 23. 627 0.236E+OO 0.028 4 902 7. 994 84.367 15.633 0.156E+OO 0. 034 3883 6.332 90.700 9.300 0.930E-01 0.041 1910 3.115 93.814 6.186 0.619E-01 I I 0.047 1725 2. 813 96. 628 3. 372 0.337E-01 0.053 1300 2 .120 98.748 1. 252 0.125E-01 I 0.059 420 0.685 99.432 0.568 0.568E-02 0.066 18 0. 029 99. 4 62 0.538 0.538E-02 0. 072 4 0.007 99. 4 68 0.532 0.532E-02 I 0.078 9 0.015 99.483 0.517 0.517E-02 0.084 20 0.033 99.516 0.484 0.484E-02 0.091 38 0.062 99.578 0. 422 0.422E-02 0.097 28 0. 04 6 99.623 0.377 0. 377E_-02 I 0.103 26 0.042 99.666 0.334 0.334E-02 0.109 34 0.055 99. 721 0.279 0.279E-02 0.116 19 0.031 99.752 0.248 0.248E-02 I 0.122 17 0.028 99.780 0.220 0.220E-02 0.128 15 0.024 99.804 0.196 0 .196E-02 0 .134 9 0.015 99. 819 0.181 0.181E-02 0.141 12 0.020 99.839 0.161 0.161E-02 I 0.147 13 0.021 99.860 0 .140 0.140E-02 0.153 14 0.023 99.883 0.117 0. ll 7E-02 0.159 11 0.018 99.901 0.099 0.995E-03 0.166 14 0.023 99.923 0. 077 0.766E-03 I 0 .172 8 0.013 99.936 0.064 0.636E-03 0.178 7 0. 011 99.948 0.052 0.522E-03 0.184 6 0.010 99.958 0.042 0.424E-03 I 0.191 7 0. 011 99. 969 0.031 0.310E-03 0.197 3 0.005 99.974 0.026 0.261E-03 0.203 2 0.003 99.977 0.023 0.228E-03 0.209 4 0.007 99.984 0.016 0.163E-03 I 0.216 4 0.007 99.990 0.010 0.978E-04 0.222 4 0.007 99.997 0.003 0.326E-04 I Flow Duration from Time Series File:04120out.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.003 28579 4 6 •. 60 6 4 6. 606 53.394 0.534E+OO I 0.010 7710 12.573 59.180 40.820 0.408E+OO 0.016 5608 9.145 68.325 31.675 0.317E+OO 0.023 5201 8.482 7 6. 807 23.193 0.232E+OO I 0.029 4884 7. 965 84. 772 15.228 0.152E+OO 0.035 3824 6.236 91.008 8.992 0.899E-01 0.042 1885 3.074 94.082 5.918 0.592E-01 0.048 1700 2.772 96. 854 3 .146 0.315E-01 I 0.055 1179 1. 923 98.777 1. 223 0.122E-01 0.061 401 0. 654 99.431 0.569 0.569E-02 0. 068 19 0.031 99. 4 62 0.538 0.538E-02 0.074 5 0.008 99.470 0.530 0.530E-02 I 0.080 10 0.016 99. 4 8 6 0.514 0.514E-02 0.087 21 0.034 99.521 0.479 0.479E-02 0.093 37 0.060 99.581 0.419 0.419E-02 I 0.100 27 0.044 99.625 0.375 0.375E-02 0.106 24 0.039 99.664 0.336 0.336E-02 0 .113 37 0.060 99. 724 0.276 0.276E-02 0.119 20 0.033 99.757 0.243 0.243E-02 I 0.125 16 0.026 99.783 0.217 0.217E-02 0 .132 14 0.023 99.806 0.194 0.194E-02 0.138 11 0.018 99.824 0.176 0.176E-02 I 0.145 10 0.016 99.840 0.160 0.160E-02 0.151 13 0.021 99.861 0.139 0.139E-02 I I I I I I I I I I I I I I I I I I I I 0.158 13 0.021 99.883 0 .117 0. ll 7E-02 0. 164 12 0.020 99.902 0.098 0.978E-03 0.171 14 0.023 99.925 0.075 0.750E-03 0.177 7 0. 011 99.936 0.064 0.636E-03 0.183 9 0.015 99.951 0.049 0.489E-03 0.190 4 0.007 99.958 0.042 0.424E-03 0.196 7 0. 011 99. 969 0.031 0.310E-03 0. 203 3 0.005 99.974 0.026 0.261E-03 0.209 2 0.003 99.977 0.023 0.228E-03 0.216 4 0.007 99.984 0.016 0.163E-03 0.222 4 0.007 99.990 0.010 0.978E-04 0.228 4 0.007 99.997 0.003 0.326E-04 Duration Comparison Anaylsis Base File: 04120ex.tsf New File: 04120out.tsf Cutoff Units: Discharge in CFS --~--Fraction of Time--------------Check of Cutoff Base New %Change Probability Base 0.057 0.95E-02 0.61E-02 -35.3 I 0.95E-02 0.057 0.073 0.63E-02 0.53E-02 -15.1 I 0.63E-02 0.073 0.089 0.49E-02 0.46E-02 -6.6 I 0.49E-02 0.089 0.105 0.37E-02 0.35E-02 -6. 2 I 0.37E-02 0.105 0.120 0.29E-02 0.24E-02 -16.0 I 0.29E-02 0.120 0.136 0.22E-02 0.18E-02 -17.0 I 0.22E-02 0 .136 0.152 0.15E-02 0.14E-02 -6. 7 I 0.15E-02 0.152 0.167 O.lOE-02 0.86E-03 -14.5 I O.lOE-02 0.167 0.183 0.62E-03 0.49E-03 -21.1 I 0.62E-03 0.183 0.199 0.34E-03 0.29E-03 -14. 3 I 0.34E-03 0 .199 0.215 0.21E-03 0.18E-03 -15.4 I 0.21E-03 0.215 0.230 0.16E-03 O.OOE+OO -100.0 I 0.16E-03 0.230 0. 24 6 0.98E-04 O.OOE+OO -100.0 I 0.98E-04 0.246 0. 262 0. 16E-04 O.OOE+OO -100.0 I 0.16E-04 0.262 There is no positive excursion Maximum negative excursion= 0.019 cfs (-24.3%) occurring at 0.077 cfs on the Base Data:04120ex.tsf and at 0.058 cfs on the New Data:04120out.tsf Tolerance------- New %Change 0.056 -3.0 0.057 -21.7 0.085 -4.0 0.101 -3.9 0 .112 -6.8 0.125 -8.3 0 .14 9 -1. 9 0.163 -2.8 0.179 -2.3 0.194 -2.2 0.210 -2.1 0.216 -6.4 0.222 -9.6 0.229 -12.4 5 I I I I I I I I I I I I I I I I I I I co "! 0 ~ 0 0 "! 0 In "' IL ~ ~ 0 .. i N i5 ~ 0 co ~ 0 ~ 0 ~ 0 10 ·5 o-.._~ R ..__ ~ 000 00 0 10 ., 10 .3 10 ·2 Probebility Exceedence 10 -1 vltout.dur o 04 120out dur • target dur o 10' I I I I I I I I I I I I I I I I I I I Flow Frequency Analysis Time Series File:04120d15.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 1. 25 6 8/27/01 18:00 0.884 8 1/05/02 15:00 2. 68 2 12/08/02 17:15 1. 00 7 8/23/04 14:30 1. 52 4 11/17 /04 5:00 1. 49 5 10/27/05 10:45 1. 74 3 10/25/06 22: 45 3.82 1 1/09/08 6:30 Computed Peaks -----Flow Frequency Analysis------- --Peaks Rank Return Prob (CFS) Period 3.82 1 100.00 0.990 2.68 2 25.00 0. 960 1. 74 3 10.00 0.900 1. 52 4 5.00 0.800 1. 4 9 5 3.00 0.667 1. 25 6 2.00 0.500 1. 00 7 1. 30 0.231 0.884 8 1.10 0.091 3.44 50.00 0.980 I I I I I I I I I I I I I I I I I I I C. Water Quality Volume Calculations Basic Water Quality Treatment shall be utilized to mitigate for the developed storm drainage flows. The dead storage portion of the combination water quality/detention vault will satisfy this requirement. The required volume was designed per 2005 KCSWDM Section 6.4.1.1. The following variables were used in the calculation: Volume Factor (f) = 3 Rainfall = 0.039 feet or 0.4 7 inches Area= developed basin tributary to proposed water quality facility Where Ai = area of impervious surface ( sf) A,g = area of till soil covered with grass ( sf) A,r = area of till soil covered with forest (sf) A 0 = area of outwash soil covered with grass or forest ( sf) V, = [0.9Ai + 0.25A,g + 0.IA,r+ O.OIA 0 ] * (R/12) Vb= f*Vr Vb= 3*[(0.9)(2.62) + (0.25)(1.44)]0.039 * (43560sf/ac) = 13,852 CF The I" cell of the vault accommodates a dead storage volume of25'*24'*6.09' = 3,654 CF. The 2"d cell of the vault accommodates a dead storage volume of25'*67'*6.09' = I 0,20 I CF. The vault therefore, provides a total dead storage volume of 3,654 CF+ I 0,201 CF= 13,855 CF which exceeds the required 13,852 CF. 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 conveyance system for the site was designed for the 25-year, 15-minute and I 00- year, IS-minute return period storms. Conservatively and for simplicity, the total KCRTS I 00-year, 15-minute time step flow from the entire site tributary to the proposed detention facility was input into each pipe segment to confirm adequate sizing. See attached KCRTS Flow Frequency Analysis (04120dl5.tsf) in Section 4B of this Report. The 100- year, 15-minute time step flow for the entire site tributary to the proposed detention facility is 3.82 cfs. The tailwater elevation within the vault was derived from the KCRTS outfall information. The 100-year tailwater elevation is EL 368.98. The backwater analysis was performed to ensure that during the 25-year design storm, the headwater elevation in each structure does not exceed any of the rims and during the I 00- year design storm, the maximum water surface elevation either does not exceed any of the rims or exceedance of a rim would be allowed if the topography would allow the overflow to be conveyed to the next downstream catch basin or if the topography could ensure that ponding would not cause structural damage. During the I 00-year, 15-minute return period storm, all headwater elevations remained below the rims. Since all headwater elevations during the I 00-year design storm remained below the rims, the headwater elevations during the 25-year design storm would also, remain below the rims. The conveyance system is therefore, adequately sized. The outfall design for Outfall IA is based on the developed l 00-year, 15-minute return period storm, 3.82 cfs. Based on the velocities within the pipe upstream of Outfall IA, the outfall was designed according to Table 4.2.2.A in the 2005 KCSWDM. The pipe upstream of Outfall IA can carry a full flow ofQ(full) = l.49/n*A*R213 *S 112 = (l .49/0.012)(1t/4* 12)(0.512)213 (0.01 )11 2 = 3.87 cfs and a full flow velocity ofV(full) = Q(full)/A = 3.87/(n/4*1 2) = 4.93 fps. To calculate the actual velocity within the upstream pipe during the developed 100-year, IS-minute return period storm to Outfall IA, Figure 4.2.1.G in the 2005 KCSWDM was used. See attached. The proportional discharge is 3.82 cfs/3.87 cfs = 0.99. The proportional velocity, based on Figure 4.2.1.G is 1.14. The actual velocity is therefore, 1.14*4.93 fps= 5.62 fps. A rip rap outfall was designed based on the discharge velocity falling within the range of 5 to $ IO fps per Table 4.2.2.A. ------------------- 'NA.ME: ,. TALBOT RIDGE ESTATES PREPARED BY: G.Brooks I OB NUMBER: 04120 DESIGN STORM: 100 VEAR ENTRANCE ENTRANCE EXIT OIITLIT INLET APPROACII BEND JUNCTION PIPE PIPE MANNING'S ouru:r INLIT PIPE FLOW VELOCITY TAILWATER FRICTION IIGL HEAD HEAD CONTROL CONl"ROL VELOCITY HEAD HEAD HEADWATER FROM TO FLOW LENGTH DIA. • ELEVATION ELEVATION AREA VELOCITY HEAD ELEVATION LOSS ELEVATION LOSS LOSS ELEVATION ELEVATION HEAD LOSS LOSS ELEVATION CB CB {CFSl IFEETI "'" VALUE <FE-IFEETI tSQ,.,... IFT/SEC) tFE""'"' fFEETI tFE......,_ fFE.,...,. IFEETI I tFE""" tFEETI IFEET\ <FEIT> I tFEET1 <FE-'FE~ RIMEL 3A 3 3.82 62 12 0.012 357.09 367.70 0.79 4.86 0.37 368.98 0.60 369.58 0.111 0.37 370.13 369.23 0.37 0,07 0.00 369.83 372.21 3 ' 3.82 88 12 0.012 367.70 372.53 0.79 4.86 0.37 369.83 0.85 373.53 0.18 0.37 374.08 374.11 0.37 0.31 0.00 374.06 378.08 ' 5 3.82 28 12 0.012 372.53 372.81 0.79 4.86 0.37 374.()6 0.27 374.33 0.18 0.37 374.88 374 42 0.37 0.49 000 375.00 )77, 79 5 6 3.82 2,0 12 0.0!2 372.81 396.09 0.79 4.86 0.37 375.00 2.33 397.09 0 18 0.37 397.64 397.65 0.37 000 0-20 397.49 400.93 6 7 3.82 28 12 0.012 3%09 396.51 0.79 4.86 0.37 397.49 0.27 397.76 0.18 0.37 398.31 398.11 0.37 0.00 000 397.94 400.39 7 8 3.82 27 12 0.012 396.51 396.89 0.79 4.86 0.37 397.94 0.26 398.21 0.18 0.37 398.76 398.49 0.00 0.00 0.00 398. 76 400.38 6 9 3.82 103 12 0.012 396.09 398.43 0.79 4.86 0.37 397.49 LOO 399.43 0.18 0.37 399.98 400.03 0.37 0.49 0.20 400.35 405.52 9 w 3.82 96 12 0.012 398.43 398.9] 0.79 4.86 0.37 400.35 0.93 401.28 0.18 0.37 401.83 400.52 0.00 0.00 000 401.83 '°' 0 0 000 9 II 3.82 " 12 0.012 398.43 <\M.00 0.79 4.86 0.37 400.35 0.62 405.00 0.18 0.37 405.55 405.51 0.00 0.00 0.00 405.57 407.05 ' 12 3.82 169 12 0.012 372.53 378.99 0.79 4.86 0.37 374.06 1.6'\ 379.99 0.18 0.37 380.54 380.58 0.37 0.49 0.00 380.70 383.00 12 13 3.82 109 12 0.012 378.99 387.57 0.79 4.86 0.37 380.70 1.13 388.57 0.18 0.37 389.12 389.14 0.37 0.49 000 389.26 396.00 13 1, 3.82 " 12 0.012 387.57 387.80 0.79 4.86 0.37 389.26 0.45 389.71 0.18 0.37 390.26 389.41 0.37 0.15 0.00 390.04 392.86 1, 15 3.82 )2 12 0.012 387.80 387.96 0.79 4.86 0.37 390.04 0.31 390.35 0.18 0.37 390.90 389.57 0.00 000 0.00 390.90 390.96 I I I I I ~ tlU I I I I I I I I I I I I \. \q- ..J < z 0 ~ 0 C. 0 a: C. 4.2.1 PIPE SYSTEMS -METHODS OF ANALYSIS FIGURE 4.2.1.G CIRCULAR CHANNEL RATIOS 1.4 -r-----,----,---,----,-----,----r---,----,----,-----, PR PORTIO 0.9 0.8 0.7 IONAL AGE 0.6 0.5 0.4 0.3 RATIO OF FLOW DEPTH TO DIAMETER (d/D) 0.2 0.1 0 1998 Surface Water Design Manual 9/1/98 4-21 I I ,,. I 1: 1·, {I\ I I I I ,I I I I I I I I ~ CORE ~DESIGN Technical Me11mrandum To: file From: Robert H. Stevens, P. E. Date: March 19, 2007 Re: SE 192 ... Street stopping sight distance, superelevation and runoff design Background The Jlat of Talbot Ridge Estates has been required to construct frontage improvements along SE 192 Street. SE 192"" Street is classified as a Urban Collector Road. Frontage improvements for SE 192"" will consist of vertical curb installed at 16 feet from road centerline. A Road Variance (L05V0066) has been granted allowing the use of AASHTO to meet the minimum stopping sight distance. As stated in the variance approval letter, "a minimum of 280 feet of SSD should be provided utilizing a two- foot target." Additionally, the letter conditions the approval with two design constraints: 1. The applicant must adjust the driveway approaches to the realigned SE 192"" Street. Letters have been provided permitting the driveway adjustments on the private properties. 2. Clearing must be performed within the right of way (ROW) of SE 192"" Street to maximize the ESD for the driveways along the reconstructed road. The variance letter further clarifies that a thee percent superelevation is appropriate for the 360 foot curve in the road Stopping Sight Distance The posted speed on SE 192"" Street is 25 mph, the design speed has been specified as 35 mph, 10 miles over the posted speed limit. The base stopping sight distance requirement has been designed in accordance with AASHTO exhibit 3-1 which specifies a stopping sight distance of 250 feet for 35 mph design speed. Exhibit 3-2 modifies the stopping sight distance for various downgrades. The road variance has specified that a minimum stopping sight distance of 280 feet should be provided for this road, utilizing a two-foot object height, utilizing AASHTO standards for SSD. The preliminary design assumed a stopping sight distance of 317' which required a longer vertical curve and filling east of the 102"" Avenue SE intersection. With the reduction of the stopping sight distance to 280 feet, the vertical curve length was able to be reduced and the fill east of the 102"' Avenue SE was negated. The road profile was designed over the right of way centerline. Since the existing road east of 102"' Avenue SE is situated 17 feet north of the location of the right of way line, the proposed (and existing) road centerline elevation east of 102°' Avenue SE will be 0.34 lower than the centerline elevation as presented on the profiles. Therefore stopping sight distance will be achieved. As 192"" Street is I I I I I ,, widened out in the future, the road (and ~ht of way) centerline will be raised to maintain the 2% crown, matching with the 2% crown west of 102 . Superelevation Runoff Design (east end of curve) The frontage curve for SE 192nd has been set at a three percent superelevation with a crown road transition on either end of the curve. The easterly transition from crown to superelevation was designed based on the WSDOT Design Manual, January 2005, Figure 642-5a, Superelevation Transitions for Highway Curves. The pivot point, as presented in this figure, will be located at the right of way line. For a 35 mph design speed and a 3% superelevation, a basic runoff length of 60 feet is suggested. Since the road will be designed as an Urban Neighborhood Collector with 16 offset from the centerline to edge of traveled way, an adjustment has been made for the width of the road over 12 feet (LR= L8 (1+0.04167 * x, where x = distance in excess of 12 between pivot point and the furthest edge of traveled way, in feet). The final runoff length (LR) has therefore been adjusted to 70 feet (60 * 1.16663). Based on the equations in figure 642-5a, the distance from the. normal crown to the level/crown section is 47 feet (LR*C/S = 70' *2/3 = 47'); the distance from the level/crown section to a full 2% slope is another 47 feet; the distance from the level/crown section to the PC is 49' (0.7 •Ls= 0.7 • 70 = 49); the distance from the PC to the full crown slope is 21 feet (0.3 *70). These distances are presented on sheet C3.02. Superelevation Runoff Design (west end of curve) The horizontal alignment of curves west of the frontage curve is very constraining, not allowing the full runoff design as stated above for the east end of the curve. A tangent length of 140 feet is present west of the design curve before another curve with a radius of 130 feet turns in the opposite direction. This 130' tight radius curve west of our improvements is substandard and would require a variance of some sort when it is improved. The 1993 King County Road Standards require a 135 foot radius for a design speed of 25 mph and 6% superelevation. With an assumption that the 25 mph design speed and 6% superelevation would be allowed, a basic runoff length of 105 feet and a final runoff length of 122 feet would be calculated by the same means as above. The distance required from the PC of the curve to the beginning of the transition would be a total of 126. If the west end of the frontage curve were designed to have the full runoff length as described above for the east end, the curve would need a runoff of 96 feet from the PC. With back to back appropriately designed runoffs, a total length of 222 feet would be needed from PC to PC, far less than the existing 140 feet that is available. It is clear that this area is extremely constrained. With this in mind, we have designed the westerly runoff length to be far less than what would normally be prescribed. We have opted for a runoff length of 25 feet which neatly ends the superelevation runoff at the same location as vertical curve matches existing grade. Transition to the east East of the 102"" Avenue SE intersection, the existing roadway is constructed on the northern 30 feet of the existing 60 foot right of way. The intention of the design is to provide the appropriate curb locations based on the right of way centerline along the frontage of the subject property, but to maintain the existing alignment of the traffic flow east of the site. The channelization plan endeavors to keep the flow of traffic on the north side of 192nd, only providing a right turn pocket along the site frontage. o Page2 I ~/ \ I ., ~- .Jo / ~q,_/1 ,I ~ci',s s y;" 1?,,1 " 22 "'"~ \ / 'fl."' ~ , .. .p-· / -" I \ I /QIINO 10: f!EBARJMC. I I I I J I 16 "l r--- I/ ~ (, ' '- I I ,, " 15 !M ~ ~ "' QI l~\J ', ---·--' HlMl 4" COIQl[1i'. 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COR£ ~ ,AS9lJ'E9 NO LIABQ..IT'r ~ TJ.i: ACCtRAC'T° OF ""'-"'-' 1. sect1a,I !11.eDM&ICN FER PAl<KRIPGE EAST I VOL. 1:32, PG'S. '6-46, Fat() Al<> 1-6.D MCIRIMLE$T 6ECl10H CCfN:R AtCJ 1-E.D UE TO ROC MORrn Cl.lARlcR co,a,£R ~ OF ££ARING 15 NORrH LN: OF NOR'TJ.llE!l,T QJARTER OF 5ECTJCtl 5, 0.1' 5 IT Pll(J>, tN \1-,.<:j e'-' ~~ SITE STATISTICS .,. ...... ~DEDICATION NET SITE AR!:A IU1BER OF LOTS """""""'oe,;m- EXISTN'.i zan.ti C!.A5Sl'ICA~ ""°"""" UOE &N-IITARr SE!tER f'fa7VIDER m.\TER 5UF'FL y 50100L DISTRICT F!F<E Dl5lRICT "'-""""' '"""""' =- NAl\.RAL GAS f'R'.7v!DER SEnOA<XJl ~TIONi!REA~ ~TT~ /JF£A Pi<0\,10ED !90,12)1 5J'.(4.36t ACl,£5) 8,382 &f. 181.-U\1 Sf. n 6,41 Oil/AQ;S R·D-60 &ta£ FANL Y F<£StcemAL !OOS CREEi( 1114TER Al<O eB1ER OISlRICT !OOS CREEi( IUATER Al<O eaLER Ol51RICT KENT flCMOOL Ol$TRICT KllG COlHTT' ARE DISlRICT 31 _, F'IX:.ET SC:UC., BER:.T FOOET saw~,. ~-IOA:£1' S10E • 5 FeT i;£AR -S FEET &net 5!0ET AA!D -10 FttT 6ARJ.6E • 20 FEET 71 LOT5 X 3':!0 SQ. FT. • I0!>30 SQ. FT. 10,530 SQ.Ft. HUil 5/a" REW /IOE,ijl 29.39' • (F PR!P. COHJI 0.05° N G' PRCP. I.II( LEGAL DE5CRIFTION 20 n£ NORTH MF OF Tl£ OF THE ~T ~ OF ~ LOT 4, 5ECTIC.>I S, T~ ll 1'CRrn, ~ S EMT, llM. IN~ co.tm', WA51-1t«.Tetl. EXCEPT l'32tCJ STF£ET #0 I02tO A',,&1£ e.o.sTJ.EA5T, AL&O EXCEPT 114AT PORTlal LT&«. SOJn.l OF-AN EXISTm A:NCE. OEeaaaeD A! FOLLG11£,, ~ AT A POHT QI tJ.E I.EST UE OF SAID NCRl'WlE5T QJARlER :!3.ff FEET 5'UtM OF-'TJ.E ~5T c.GR£R THEFiEOF: n-EHCE 6CUm 00"22'1S' 16T ~ 'TJ.E II.E5T UE OF SAID NORTM1E5T GllARTER 26Lol6 FEET TO 5.AIO EX15Ttt. FENCE, nea A1.D-t. MID FBCE ~ 1'878'5" EAST 25.16' FEET. SOI.ml 88"•4'1'51' EAST ffl01 R£T AW !OUJlf 8812'26'' EAST A,,£> EXTEN.SIOI ne,£0' B9lO fET TO tJ.£ EAST LN: OF SAD NORJI.ILE5T QJARTER OF-~ lat 4, NC TME m.r1N.15 OF- SAID LtE. TAX PARCEL/SITE ADDRESS TAX PARCEL, oe,220S90-1S 51TE ADDRE5f>, ~00 eLK I02ND AYE 5E ~,, c\J0·\.·'. ,. V ~~c,~'\ ~t..<'3 ":f)''l: q. ) x,\'1. . ~()-~ ~, ~'x,C,· I \ 2 -"'~"?~1-., 'J k'/: " . r:1~~~1- ~' ,,;,-----, I I -~ __j__ ' REFERENCEfl l nE F\.AT OF P~ EAST I VOL. 132, FG'fl. 4:>-46 2. nE PLAT OF-1-11-YIElU MEIGI-ITS VCL 1'3. F'G5. 15-16 3. THE f'L.AT OF 1·11-PM'K TRACTS· 15T ADDm~ VOL "U, Ri 12 4. CITY OF RENTCN 51-10Rr R..AT t,t::1. 05'3-~ aoct:: 63 OF- SLIRVFrS, Pl<:,.£ 243 S. $MORT FUT HO.~ U-OER RECCR>N::i H0.116taol'Zs,4 BASIS OF BEA.RINGS N ~· 26'' 15' W BETllE9I tJ.£ l10tU'£m fQH) 1M f'l..ACe AT TJ.E NORTH Q1ARJER c.a.NER Al'O iHE OORTHJ.EST seen:»( CGRER OF-SEC.!, lUP. DH. I<!'.=. 5£. FER f<S'. I DAT\IM JU.YD. 88 BENCH'!AR!( KN'.i CCI.M"'r" POINT • REtme12 COFf'ER F'tl SET t-1 4 ta.I 5'UAI<£ ~ t'laU-BO". IO' BB.OJI 1RQ,I ~ CASE. LOCATED AT TI-£ INTER5ECT1a,I OF-5. l!m(). 5l"Fll:ET Aro '*ITJ-1 P\..ACc 5. a.EVATICtl 3B..U FT. (g'!J..4 t1) VICINITY MAP APFR0::<11AlE !CAJ...E I'•"°°°' OWNER/AFFL ICANT =~ P.O. BOX 240! ~. lliA!M),GTOl 9!.0e0-240! CCINTACT, a.~ un.J.IAM!. P.E. f'I-IOl,E, (206}1\4-11(,1 ENGINEER/PLANNER/SURVEYOR ca,e DESIGN IC. 14111 KE. 2'!1TH FL. eu!TE IOI ea.LE\'\E, 1UA.$1.KiTq,1 '¥001 CCNTACT, RGeERt 5'fE\.1:NS, P..E. -~!NEER t1IO-L4a OEN • f"L.AlffR STS"I-EN J. SQfcEI, PU.. &R'YEYOR R-ICtE, (425)~1811 SCALE: 1 " = 40' 0 " w " g ::a::t a j l jf, Th 191- § ~ ! " 2 ,_ ! ... ~ ~ Ji~ > ~ " t l ~ "J~ !1~ " -. ~ .: ~ z • z 2 "' ~ ~~l ~~ i.;; LY ~ ~ " ..._ II\ A 11; ~ ~ y ~ ~ 111 ~"~ Q:: ~ 11;15 ~ (!) 1-,8~ §" ~"'J: ..., (:)Vi ~... o:1/i i it O ~ Q; "" ~ ~ Cc ~ ~m ~ tt1 '-Oi ~ ~ ,Ii " <! \1! " 0 "> G ~ ~ --s ~ ,; 0 ~ 8 ~ z Z 0 w S! . ~ ~ ~ < " < w ~ " O 0 0 < SHEET I 1 I "' 0:" w ~~ §~ <! e "'~ ::t~ Oi" OF 1 PROJECT NUtr.4BER 04120 I I I I I I I I ·1 I ,I I I I I I I I I GEOTECHNICAL ENGINEERING STUDY PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT SW CORNER AT SE 192ND ST. & 102ND A VE. SE KING COUNTY, WASHINGTON G-1992 Prepared for Mr, Cliff Williams Belmont Homes, Inc. P.O. Box 2401 Kirkland, WA 98083-2401 March 17, 2005 GEO GROUP NORTHWEST, INC. 13240 NE 20th Street, Suite 10 Bellevue, Washington 98005 Phone: ( 425) 649-8757 Email: info@geogroupnw.com F)~·~:::-,,-c~T?'·--'l ! M.l.R 2, :. 2005 \ ' I !,,~:::_. -I C- I I I I I I I I I I I I I, I I "3 I I I I GEO Group N orthwest9 Inc. March 17, 2005 Mr. Cliff Williams Belmont Homes, Inc. P.O. Box 2401 Kirkland, WA 98083-2401 SUBJECT: GEOTECBNICAL ENGINEERING STUDY PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT SW CORNER AT SE 192ND ST. & 102ND A VE. SE KING COUNTY, WASHINGTON Dear Mr. Williams: Geotechnlcal Engineers, Geologls1s & Environmental Sde- G-1992 Geo Group Northwest, Inc. has completed an investigation of subsurface soils at the above referenced site in King County, Washington. This work was performed in accordance with our proposal to you dated February 28, 2005. Geo Group Northwest, Inc., explored subsurface soil conditions at the site by excavating ten exploratory test pits on March 9, 2005. Soils encountered in the test pits consisted ofloose silty SAND and gravelly silty SAND with some cobbles overlying dense to very dense silty SAND and gravelly silty SAND with some cobbles at depths ranging from two to three feet below ground surface (bgs). Based on the results of our study, it is our professional opinion that the site is geotechnically suitable for the proposed development. The proposed buildings can be supported on conventional spread footings bearing on the dense native site soils or on compacted structural fill placed on top of the dense native soils: The loose site soils and fills are not suitable to support . foundations due to their loose and variable condition. Based on the findings from our soil investigation at the site, we anticipate that the dense soil under the building areas are present between 2 and 3 feet below ground surface (bgs). Please refer to the text of the report for more specific recommendations regarding the site development. We appreciate this opportunity to have been of service to you on this project. We look forward to working with you as this project progresses. Should you have any questions regarding this report or need additional consultation, please feel free to call us. 13240 NE 20th Street, Suite 10 • Bellevue, Washington 98005 Phone 425/649-8757 • FAX 425/649-8758 I I I I I I I I, 'I I :I I I E ~I I I I I March 17, 2005 Proposed 33-Lot Residential Development, King County, Washington Sincerely, Geo Group Northwest, Inc. William Chang, P.E. Principal Geo Group Northwest, Inc. G-1992 Page ii I I I I I I I I I I I I I I J I I I I 1.0 2.0 3.0 4.0 s.o TABLE OF CONTENTS JOB NO. G-1992 Page INTR.ODUCTION ...................................................... 1 1.1 Project Description ............ ; . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.2 Scope of Services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 SITE CONDITIONS .................................................... 2 2.1 Site Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2.2 Geologic Overview . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2.3 Field Investigation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 2.4 Soil Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 2.5 Groundwater Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 SEISMIC CONSIDERATIONS ........................................... 4 STEEP SLOPE EVALUATION ........................................... 4 CONCLUSIONS AND RECOMMENDATIONS ............................. 5 5.1 5.2 5.3 5.4 5.5 General ........................................................ 5 Site Preparation and General Earthwork .............................. · 5 5.2.1 Temporary Excavation and Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 5.2.2 Structural Fill ............................ ; . . . . . . . . . . . . . . . . . . 6 Spread Footing Foundations ......................................... 7 Permanent Basement and Conventional Retaining Walls ................... 9 · Slab-on-Grade Floors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I 0 5.6 Footing Drains . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 5. 7 Pavements ...................................................... 11 6.0 LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 7.0 ADDITIONAL SERVICES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 ILLUSTRATIONS Plate 1 Plate 2 Plate 3 APPENDIX A: -Site Vicinity -Site Plan -Typical Footing Drain Detail TEST PIT LOGS AND SOIL LEGEND Geo Group Northwest, Inc. I I I I D I I I I ,1 I I =' I I I I 1.0 1.1 GEOTECHNICAL ENGINEERING STUDY PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT SW CORNER AT SE 192ND ST. & 102ND A VE. SE KING COUNTY, WASHINGTON G-1992 INTRODUCTION Project Description The project site is located at the southwestern corner of the intersection at SE 192nd Street and 102"d Avenue SE in King County, Washington. The site is near the city limits for Renton, Washington. The project site consists of a 4.36 acre undeveloped parcel. We have been provided with a Conceptual Site Plan for the proposed development by Core Design which is dated December 17, 2004. According to th_e site plan the development will consist of 33 new residential lots, as shown on Plate 2 -Site Plan. Finish floor elevations for the new buildings were not provided at the time of this study. An access road and cul-de-sac turnaround are planned to be located near the center of the lot, running east and west off of I 02nd Avenue SE. We understand that a detention vault is planned for the northwestern corner of the project parcel with excavations on the order of IO to 12 feet below existing grade. 1.2 Scope of Services The tasks we completed for this study were conducted in general accordance with the scope of work presented in our proposal dated February 28, 2005. The scope of work included the following: I. Field exploration with ten test pits; 2. Preparation of test pit logs containing subsurface soil and groundwater observations; 3. . Preparation of a written geotechnical report with the following recommendations: o Allowable soil bearing capacity and foundation design criteria; o Slab-on-grade floors and capillary break; Geo Group Northwest, Inc. I I I I I I I I I I I I I ,I I I I I March 17, 2005 Proposed 33-Lot Residential Development, King County, Washington 0 0 0 0 0 Excavations, including temporary cut slope recommendations; Grading and earthwork; Drainage recommendations Seismic design criteria Earthwork and design recommendations for detention vault construction. G-1992 Page2 The results of our subsurface investigation and our recommendations regarding the proposed development are summarized in the following report. 2.0 SITE CONDITIONS 2.1 Site Description We have been provided with a Conceptual Site Plan for the proposed development by Core Design which is dated December 17, 2004. We understand that the topography shown on the plan and incorporated into Plate 2 -Site Plan of this report is based upon lidar data and is therefore only an approximate representation of slope conditions. Based upon the site plan the site consists of gentle to steep west-facing slopes. According to the site plan the parcel ranges in elevation from approximately 408 feet at the east property line to 326 feet at the west property line. The majority of the site consists of gentle to moderate west-facing slopes. Moderate to steep slopes west-facing slopes with inclinations of36 to 40 percent are located at the northwestern corner of the project parcel. The site is currently undeveloped and highly vegetated by grass, blackberry bushes, ferns, and trees. The trees at the site consist of primarily deciduous trees with a few mature evergreens located on the northern margins of the site. 2.2 Geologic Overview According to the Geologic Map of the Renton Quadrangle, King County, Washington, by Mullineaux, dated 1965, the surficial geology in the site vicinity is mapped as Ground Moraine Deposits (Qgt). The ground moraine deposits consist of glacial till soils which are generally described as an over-consolidated mixture of sand, silt and gravel which was deposited during the Pleistocene Fraser Glaciation period about 14,000 years ago. Geo Group Northwest, Inc. I I I I I I I I I I I I I I I I I I March 17, 2005 Proposed 33-Lot Residential Development, King County, Washington G-1992 Page 3 2.3 Field Investigation Geo Group Northwest, Inc., explored subsurface soil conditions at the site by excavating and logging ten exploratory test pits TP-1 through TP-10 on March 9, 2005. The test pits were spaced relatively equidistant across the site, as shown on Plate 2 -Site Plan. The test pits were excavated to \fepths ranging between 5 and 11 feet below ground surface (bgs). Soil samples at varying depths were collected, classified and returned to our laboratory for moisture testing. The test pits were then backfilled with the excavated site soils and tamped into place by the excavator bucket. 2.4 Soil Conditions Soils encountered in the test pits consisted ofloose silty SAND and gravelly silty SAND with some cobbles overlying dense to very dense silty SAND and gravelly silty SAND with some cobbles at depths ranging from two to three feet below ground surface (bgs). We interpret the dense silty SAND and gravelly silty SAND with some cobble soils to be the ground moraine deposits, glacial till, discussed in the geologic literature. The following table summarizes the depth to dense site soils at each test pit location: Test Pit Number Project Area Depth to dense native soil (ft) TP-1 Southeast 3 TP-2 Southeast 2.5 TP-3 Southwest 3 TP-4 Southwest 2.5 TP-5 West 2.5 TP-6 Northwest 2.5 TP-7 Northwest 2 TP-8 Center 2 Geo Group Northwest, Inc. I I I I I I I I I I I I I I I I I I I March 17, 2005 Proposed 33-Lot Residential Development, King County, Washington TP-9 Northeast TP-10 Northeast Copies of the Test Pit Logs are presented in Appendix A: Test Pit Logs. 2.5 Groundwater Conditions 3 3 G-1992 Page4 I No groundwater seepage was encountered in the test pits. It should be noted that groundwater conditions may fluctuate seasonally, depending on rainfall, surface runoff and other factors. 3.0 Seismic Considerations Based upon our subsurface investigation at the site, it is our opinion that the project buildings may be designed using the Class C soil profile from the 2003 International Building Code, Section 1615.1.5. It is our opinion that the soils at the project site are not susceptible to liquefaction, due to the absence of groundwater within the loose soil zone. 4.0 Steep Slope Evaluation Based upon the site plan and our site reconnaissance moderate to steep west-facing slopes are located at the northwestern corner of the project site. Based upon the site plan the slopes have an · inclination ranging from 36 to 40 percent from the horizontal. The slopes at the northwestern corner of the site are vegetated primarily by deciduous trees, ferns and bushes. At the time of our site visit the ground was covered with a large amount of leaves and forest floor detritus. We observed no signs of soil movement at the northwestern comer of the site, such as scarps or slumps. Based upon our site reconnaissance and the soils encountered in out subsurface investigation, the moderate to steep slopes located a the northwestern corner of the site appear to be relatively stable in their present condition. Preliminary plans indicate that a detention vault will be located at the moderate to steep slopes at the northwestern comer of the site. We understand that the detention vault may require excavations ofbetween 10 and 12 feet below ground surface. The primary concern with regard to locating the detention vault in the moderate to steep slope area is that temporary excavation slopes be excavated in accordance with this report. Excavation slopes in the overlying loose Geo Group Northwest, Inc. I I I I I I I I I I I I I I I I I I I March 17, 2005 Proposed 33-Lot Residential Development, King County, Washington G-1992 Page 5 soils may be sloped no steeper than IH: IV. Excavations in the underlying dense soils may be sloped no steeper than 1H:2V. If groundwater seepage is encountered Geo Group Northwest, Inc. should be contacted to evaluate the stability of the excavation slopes. It is our opinion that the proposed detention vault may be located on the moderate to steep inclination slopes. Appropriate erosion control measures such as silt fences and plastic sheeting should be implemented during construction to prevent sediment laden runoff from being transported out of the work area. In addition, we recommend that permanent erosion control on the moderate to steep angle slopes should consist of jute netting and slope stabilizing vegetation. 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General Based upon the results of our study, it is our professional opinion that the site is geotechnically suitable for the proposed development. The proposed buildings and detention vault may be supported on conventional spread footings bearing on the dense native site soils or on compacted structural fill placed on top of the dense native site soils. The overlying loose site soils are not suitable to support foundations. We anticipate that the dense soils are located at depths ranging from 2 to 3 feet below ground surface. Consequently we anticipate that a minimal amount of over-excavation may be required for the foundation at the building locations. 5.2 Site Preparation and General Earthwork The building pad areas should be stripped ·and cleared of surface vegetation and forest duff soils. Silt fences should be installed around areas disturbed by construction activity to prevent sediment-laden surface runoff from being discharged off-site. Exposed soils that are subject to erosion should be compacted and covered with plastic sheeting. 5.2.1 Temporary Excavation and Slopes Under no circumstances should temporary excavation slopes be greater than the limits specified in local, state and national government safety regulations. Temporary cuts greater than four feet in height should be sloped at an inclination no steeper than lH: IV (Horizontal:Vertical) in the loose site soils. Temporary cuts in the dense site soils may be excavated no steeper than IH:2V provided that no seepage is encountered. If groundwater seepage is encountered during Geo Group Northwest, Inc. I I I I I I I I I I I I I I I I I I I March 17, 2005 Proposed 33-Lot Residential Development, King County, Washington G-1992 Page6 construction, excavation of cut slopes should be halted and the cut slopes should be re-evaluated by Geo Group Northwest, Inc. .Permanent cut and fill slopes at the site should be inclined no steeper than 2H:1V. Surface runoff should not be allowed to flow uncontrolled over the top of slopes into the excavated area. During wet weather exposed cut slopes should be covered with plastic sheeting during construction to minimize erosion. 5 .2.2 Structural Fill All fill material used to achieve design site elevations below the building areas and below non- structurally supported slabs, parking lots, sidewalks, driveways, and patios, should meet the requirements for structural fill. During wet weather conditions, material to be used as structural fill should have the following specifications: l. Be free draining, granular material containing no more than five ( 5) percent fines ( silt and clay-size particles passing the No. 200 mesh sieve); 2. Be free of organic material and other deleterious substances, such as construction debris and garbage; 3. Have a maximum size of three (3) inches in diameter. All fill material should be placed at or near the optimum moisture content. The optimum moisture content is the water content in soil that enables the soil to be compacted to the highest dry density for a given compaction effort. The majority of the surficial site soils will be moisture-sensitive because they consist of silty SAND and gravelly silty SAND soils. The site soils should be suitable for use as_ structural fill as long as they are placed near their optimum moisture content. If these soils are too wet they will be very difficult to compact because of their silt content. Alternatively, an imported · granular fill material may provide more uniformity and be easier to compact to the required structural fill specification. Geo Group Northwest, Inc. I I I I I I I I I I I I I I I I I March 17, 2005 Proposed 33-Lot Residential Development, King County, Washington G-1992 Page? If the on-site soils are to be used as engineered structural fill, it will be necessary to segregate the topsoil and any other organic-or debris-containing soil, because such soils would be unsuitable for use as structural fill. Excavated on-site material that is stockpiled for later use as structural fill should be protected from rainfall or contamination with unsuitable materials by covering it with plastic sheeting until it is used. Structural fill shoul\i be placed in thin horizontal lifts not exceeding ten inches in loose thickness. Structural fill under building areas (including foundation and slab areas), should be compacted to at least 95 percent of the maximum dry density, as determined by ASTM Test Designation D-1557-91 (Modified Proctor). Structural fill under driveways, parking lots and sidewalks should be compacted to at least 90 percent maximum dry density, as determined by ASTM Test Designation D-1557-91 (Modified Proctor). Fill placed within 12-inches of finish grade should meet the 95% requirement. We recommend that Geo Group Northwest, Inc., be retained to evaluate the suitability of structural fill material and to monitor the compaction work during construction for quality assurance of the earthwork. 5.3 Spread Footing Foundations The proposed buildings can be supported on conventional spread footings bearing on the dense native site soils or on compacted structural fill placed on top of the dense. native site soils. Based on the findings from our soil investigation at the site, we anticipate that the dense soils are present between 2 feet and 3 feet below ground surface. Some over-excavation and placement of structural fill may be required at foundation locations, dependent upon the proposed finish grades. Individual spread footings may be used for supporting columns and strip footings for bearing walls. Our recommended minimum design criteria for foundations bearing on the dense site soils or on compacted structural fill are as follows: -Allowable bearing pressure, Dense native soil Compacted structural fill including all dead and live loads =2,500 psf = 2,500 psf Geo Group Northwest, Inc. I I I I I I I I I I I I I I I I I I I March 17, 2005 Proposed 33-Lot Residential Development, King County, Washington G-1992 Page 8 -Minimum depth to bottom of perimeter footing below adjacent final exterior grade = 18 inches -Minimum depth to bottom of interior footings below top of floor slab = 18 inches -Minimum width of wall footings = 16 inches -Minimum lateral dimension of column footings = 24 inches Estimated post-construction settlement= 1/4 inch -Estimated post-construction differential settlement; across building width= 1/4 inch A one-third increase in the above allowable bearing pressures can be used when considering short-term transitory wind or seismic loads. Lateral loads can also be resisted by friction between the foundation and the supporting compacted fill sub grade or by passive earth pressure acting on the buried portions of the foundations. For the latter, the foundations must be poured "neat" against the existing undisturbed soil or be backfilled with a compacted fill meeting the requirements for structural fill. Our recommended parameters are as follows: -Passive Pressure (Lateral Resistance) • 350 pcf equivalent fluid weight for compacted structural fill • 350 pcf equivalent fluid weight for native dense soil. -Coefficient of Friction (Friction Factor) • 0. 3 5 for compacted structural fill • 0.35 for native dense soil We recommend that footing drains be placed around all perimeter footings. More specific details of perimeter foundation drains are provided below in Section 5.6 -Footing Drains. Geo Group Northwest, Inc. I I I I I I I I I I I I I I I I March 17, 2005 Proposed 33-Lot Residential Development, King County, Washington 5.4 Permanent Basement and Conventional Retaining Walls G-1992 Page9 At the time of report preparation finish grades for the proposed residences were undetermined. We understand that a below-grade detention vault will be located at the northwestern corner of the site. We understand that the vault may have conventional retaining walls on the order of 10 to 12 feet in height. The following design recommendations may be used for permanent basement and conventional retaining walls at the project site. Permanent basement walls restrained horizontally on top are considered unyielding and should be designed for a lateral soil pressure under the at-rest condition; while conventional reinforced concrete walls free to rotate on top should be designed for an active lateral soil pressure. Active Earth Pressure Conventional reinforced concrete walls that are designed to yield an amount equal to 0.002 times the wall height, should be designed to resist the lateral earth pressure imposed by an equivalent fluid with a unit weight of: • 35 pcf for level backfill behind yielding retaining walls • 45 pcf for a 25 percent sloped backfill • 60 pcf for a 50 percent sloped backfill At-Rest Earth Pressure Walls supported horizontally by floor slabs are considered unyielding and should be designed for lateral soil pressure under the at-rest condition. The lateral soil pressure design should have an equivalent fluid pressure of: • 60 pcf for level ground behind permanent unyielding retaining walls • 75 pcf for a 25 percent sloped backfill • 100 pcf for a 50 percent sloped backfill Geo Group Northwest, Inc. I I I I I I I I I I I I I I I I I I I March 17, 2005 Proposed 33-Lot Residential Development, King County, Washington Passive Earth Pressure and Base Friction G-1992 Page 10 The available passive earth pressure that can be mobilized to resist lateral forces may be assumed to be equal to 350 pcf equivalent fluid weight in both undisturbed soils and engineered structural backfill. The base friction that can be generated between concrete and undisturbed native soils or engineered structural backfill may be based on an assumed 0.35 friction coefficient. We recommend that a vertical drain mat, Miradrain 6000 or equivalent, be used to facilitate drainage behind permanent concrete basement and conventional retaining walls. We recommend that the drainage mat be installed on the back side of the wall extending from the finish grade down to a footing drain pipe. The wall footing drain pipe should consist of a 4-inch diameter perforated rigid PVC pipe surrounded by a bed of washed gravel and separated from site soils by filter fabric, Mirafi 140N or equivalent. The drain pipe should be tightlined to discharge. Backfill behind conventional retaining walls should consist of free-draining sand or gravel soils which are compacted in lifts. Backfill in areas adjacent to basement or conventional retaining walls should be compacted with hand held equipment or a hoepack. Heavy compacting machines should not be allowed within a horizontal distance to the wall equivalent to one half the wall height, unless the walls are designed with the added surcharge. 5.5 Slab-on-Grade Floors Loose site soils should be excavated from all slab subgrade areas or compacted to a firm and unyielding condition. Slab-on-grade floors may be constructed on top of medium dense to dense native site soils or on top of compacted structural fill placed on top of the competent site soils. The slab-on-grade floors should not be constructed on top of the loose fills at the site. To avoid moisture build-up on the subgrade, slab-on-grade floors should be placed on a capillary break, which is in tum placed ori the prepared subgrade. The capillary break should consist of a mininium of a six ( 6) inch thick layer of free-draining crushed rock or gravel containing no more than five (5) percent finer than the No. 4 sieve. A vapor barrier, such as a 6-mil plastic membrane, is recommended to be placed over the capillary break beneath the slab to reduce Geo Group Northwest, Inc. I I I March 17, 2005 Proposed 33-Lot Residential Development, King County, Washington G-1992 Page 11 I water vapor transmission through the slab. Two to four inches of sand may be placed over the barrier membrane for protection during construction. I I I I I I =I I I I I I I I I 5.6 Footing Drains We recommend that drains be installed around the perimeter of the foundation footings. The drains should consist of a four ( 4) inch minimum diameter perforated rigid drain pipe laid at or near the bottom of the footing with a gradient sufficient to generate flow, as schematically illustrated in Plate 3 -Typical Footing Drain Detail. The drain line should be bedded on, surrounded by, and covered with a free-draining rock, pea gravel, or other free-draining granular material. The drain rock and drain line should be completely surrounded by a geotextile filter fabric, Mirafi 140N or equivalent. Once the drains are installed, the excavation should be backfilled with a compacted fill material. The footing drains should betightlined to discharge into the storm water collection system. Under no circumstances should roof downspout drain lines be connected to the footing drainage system. All roof downspouts must be separately tightlined to discharge into the storm water collection system. We recommend that sufficient cleanouts be installed at strategic locations to allow for periodic maintenance of the footing drains and downspout tightline systems. 5.7 Pavements Based upon the site plan we understand that a new access roadway and cul-de-sac turnaround will be constructed running east-west near the center of the site. The adequacy of pavements is strictly related to the condition of the underlying sub grade. We recommend that all pavement subgrades be compacted by several passes of a large vibratory drum roller prior to placement of the crushed rock base. Before paving, we recommend that the subgrade be proof-rolled under the supervision of the geotechnical engineer to verify that the subgrade is firm and unyielding at the time of paving. The proof-roll may be performed by driving a fully loaded dump truck over the subgrade areas. If loose or yielding soils are encountered it may be necessary to over- excavate and replace with compacted structural fill in some areas. For firm and unyielding native subgrade soils we recommend the following minimum pavement sections for driveways: Class "B" Asphalt Concrete (AC) Crushed Rock Base (3/4-inch minus) 3 inches 6 inches Geo Group Northwest, Inc. I I I I I I I I I I March 17, 2005 Proposed 33-Lot Residential Development, King County, Washington Or Concrete Pavement Crushed Rock Base (3/4-inch minus) 6 inches 4 inches G-1992 Page 12 In accordance with the Washington State Department of Transportation Construction Manual, transverse cracks will develop in concrete slabs at about 15 foot intervals along the length of slabs and a slab wider than 15 feet may crack longitudinally. To control cracking of the concrete, contraction joints should be installed. Contraction joints are weakened planes which collect the cracking into a controlled joint, creating a maintainable joint in the slab, and preventing random ragged cracks which spread and require expensive maintenance. We recommend that contraction and construction joints be connected with #5 dowel bars, 30 inches long, 18 inches on center. The contraction joints should be placed at maximum 14 foot intervals. 6.0 LIMITATIONS This report has been prepared for the specific application to this site for the exclusive use of Mr. Cliff Williams of Belmont Homes, Inc. and his authorized representatives. We recommend that this report be included in its entirety in the project contract documents for use by the contractor. Our findings and recommendations stated herein are based on field observations, our experience and judgement. The recommendations are our professional opinion derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area and within the budget constraint. No warranty is expressed or implied. In the event the soil conditions are found to vary during site excavation, Geo Group Northwest, Inc. should be notified and the above recommendation should be re-evaluated. 7.0 ADDITIONAL SERVICES We recommend that Geo Group Northwest Inc. be retained to perform a general review of the final design and specifications of the proposed development to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the construction documents. We also recommend that Geo Group Northwest Inc. be retained Geo Group Northwest, Inc. I I I I I I I I I I I I I I I I I I I March 17, 2005 Proposed 33-Lot Residential Development, King County, Washington G-1992 Page 13 to provide monitoring and testing services for geotechnically-related work during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We anticipate the following construction monitoring inspections may be necessary: 1. Site clearing and grubbing; 2. Over-excavation and structural fill placement at building foundation locations; 3. Verification of bearing soil conditions for foundations; 4. Structural fill placement and compaction; 5. Slab-on-grade preparation; 6. Subsurface drainage installation; 7. Proof-rolling of pavement sub grade areas. We appreciate this opportunity to have been of service to you on this project. We look forward to working with you as this project progresses. Should you have any questions regarding this report or need additional consultation, please feel free to call us. Sincerely, Geo Group Northwest, Inc. Adam. Gaston Staff Engineer ~~.~ Principal Geo Group Northwest, Inc. I I 11 I I I I I I I I I I I I I I 45TH PL.· .· .. ti") •.. ,.· ·.. . .. · ..•• s .. I • .• 51 T · C ... , .• •··. ·i::.. ..... · .. ·.,_· '--.,_.,_-'--,~ • 0' PROJECT .· •. ,5· :<(: .~.,....,--~--\ ~·· SITE El80TH PL ~~ -· J SE · < 9\ ~ 181ST ST :c 1tJ,i -# ~ , 0::,,. ~ SE ::: < 182ND :; ~~t~ ~ SE 183RD ~~ ' Cl:l, c, ~ Cl PL ~·o: 183RD SE I~ l~~ SE PL ( SE .~200TH ST \ . ..,; I -=-VICINITY MAP . CftMIJ Group Northwest, Jnc. PROPOSED33-LOTRESIDENTIALDEVELOPMENT · Geotechruca,.,.,gineera.Geologsts,& SW CORNER AT SE 192ND ST. & 102ND AVE. SE l1-------~-""-'_'00 _"""_~_'~-~~·~_ .. ____ -+-_____ KI_N~G~c_o_UN __ TY_,_w_A_S_HIN_._G_T~O_N ____ ----I SCALE: NONE DATE: 3/11/05 MADE: AG CHKD: WC JOB NO: G-1992 PLATE I I I. I I l\ffl,:, \ffl I· ·14" '· ' '· ·,_ ' ·.\ 35EL.'. \, ~--· _,-·•. ·- -\MUL-T ·, . ·-$-TN, I \ ' ' . ' \ . ! ' ' \ ' ' . ' ' ' ) ~ \ ,· / / / • j / ( \' \~-- :--_':-~~::---\ '; t j ·, :..... ·' ' ,I(\,.·· ' t ,. ··-,\ --: r ",,. ,1. ' , f1 384 384 •, ~() 381; '-: ; l )t(' [.-' ·1 · \,·-:~,. -;::,_::_ .. ~~:--e:--H,....,~--_:e., ',' '' ~----d 1 \j, 1,\(S L ·352 . -~! --. -. . ;. -.. ---.: 1 · -;; I I ' · -I \1lt · ;l~.( ( : .; ~-T \ . ·. 384 ' \ •, ' I · , P-7 j , °".v~ : \\ :', . , l • ... 384 --"l, '1 ' '· ' / • . \ / ; ~~ ~- 38-4 \.. \~~lt · -. -·· I '.~ I ....._ · 1 '-' \ ) ', ) I \ \._ \ <---,, ....... ~)~ I ·~·. ··\;}1--/ . ' "· I , I '. '•, 3ir . I . ;384 ~~-;; _ . 382 as 38" ·: . ---• ,.J~~~ r ~ \ ' ' ! ( :, • l . ' \ *-l .. ll i ---~·' ·. ' • I '· • I 3'92 ' /--'1_J \ ,, ·--~~ \ ' l / ~4 j \-'/1 ! .. ' : J } \ A ',; 1 f . I+) :)(,, 3_ " ... '"-:--I .,. ··•• ---":"'---~'---:,.-..J ... :..---''-- '· . . •to: ; ) ' I t.t,L: ---,.:---:-:-. ;;,Jib. ; ,;_, \ ' ' ~r.._r.;.p_5 f~ ! . . ;I, ,l •• I ', l \ ,i ' 1- , .. i l~""'- -~~ . i \ ' 380: 388 392 rr ~-'94 i;pt,, -· 3eD / / I :,eo \ ' l flS 394 :;194 394 -$-TP-9 31?8 -, ~C.,,· ~ ·1 \ ·' !' ~ SE\/9'2.ND ST . . \_ . .., ! 400 ~~ ·-· -·.-~ 39!,, Z,'95 . _,;If, i ; f "'\ (" -' -!00 "; J 1, .. ; ",412 \ ' ' ~~ '3l? ' ,. 4i2 J... ~-3r:!S 1404 •. . -.. I' I ~ 40g. ·. .c ": _;:~ • 3ai ·- . . ,.:-00 _ab_ 410 ~ 31\ TP-10 . ) . ; l ' 3% ;,,..····· -~.) , t9,,,, I 402 .. · .i;~---i •• • 1 ; '. . ~~/ 391:;> -404 -..... 4!2 412 .. ~ 412 -:4,04 •ir; --.-~--~~·-•\ .\ . . ·-. \ f ~i-' ·, \ \ ,. 334 ·-, i4 1... . .. -· -·~·k\·,:·< 1-'7" . ..,_ t·· ~,., __ ! .. 311; 318. ·. . . ' . . ' . 58i --, . . ... ,,,.,.! • ' .. 314 381; \ ,?e.e 3'90 ' . 3G4. i '. , . ..___ ,ea 3'/4 ' ·, . \ '392\_ .· ·--?6·s·-1\ '·-·,310 \.\ - i3&i ~&; -I -~gc 3 ""' {\ -. ' ·. 402 402 L,· I \. . . • : ' . • 3re.,,· ·.. . ·---.. 0 •-. ' I , ,__...---~. t ! ' ;408 ;:lll ·~ > -<[ Cl z N 0 Ii ~ 1: -, -r ft~o --T~----~ ,-:~:-·, 3-4·· . ~ ~} -,1• , ff 394 4 -$.:' 3 :t\O .~·~-. 1 e, ', .::.1~ • ·~TP-3 ·TP-2 · . s \'Z-. I .• "1. .. --.g .. ~ t. / ' -....,,,.. ... .) TP-1 3~i, 2-f. 40:;s 402 •-l=~-~ ~;2 ~34 I I I ; .346· I / \ 3-·~ . 3fb. 342 ' ':_ f54t· • . ' / \ ·--... ' '" i ,. 364 . .... ,340' LEGEND -$;.P-1 TEST PIT NUMBER AND APPROXIMATE LOCATION ;198 • 3-lo~ -_,,.,..· I 46' ,o Site Plan based upon preliminary plans provided by Belmont Homes, Inc. ..:ii=.. Kl'l(QJ Group Northwest, Inc. --... ·-. -... --Geotechnlcal &igineers, Geologists, & Envlrorurernal Scientists SCALE 1" =40' DATE 3/11/05 . MADE AG SKJ'E PLAN PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT SW CORNER AT SE 192ND ST. & 102ND A VE SE KIN.G COUNTY, WASHINGTON CHKD WC JOB NO . G-1992 PLATE 02 -:y:;' 2 BACKFILL WITH COMPACTED NATIVE SOIL GEOTEXTILE FILTER FABRIC, MIRAFI 140N OR EQUIVALENT FREE DRAINING BACKFILL CONSISTING OF WASHED ROUND ROCK OR CRUSHED ROCK MINIMUM4rnCHD1AMETER PERFORATED PVC PIPE LEVEL OR WITH POSffiVE GRADIENT TO DISCHARGE NOTES: : .. ;, NOT TO SCALE l .) Do not replace rigid PVC pipe with flexible corrugated plastic pipe. 2.) Perforated or slotted PVC pipe should be tight jointed and laid with perforations or slots down, with positive gradient to discharge. 3.) Do not conoect roof downspout drains into the footing drain lines. :/(!:f--~------- ·. ·.' -;-·.: :f--'--"·: .. ·-"-{"'/~"'t'"'Jt"')""';•"')_!·: ='-"'-~ .·:_ff? .•·r·· . ,--'--~~Ill ~ --=--TYPICAL FOOTING DRAIN DETAJL · (ft llCI] Group Northwest, Inc. PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT ~ Geotechnca1 En'"'""· Ge""'""·• SW CORNER AT SE 192ND ST. & 102ND A VE. SE En,,onmonta1Scent•ts KING COUNTY, WASHINGTON ------~----~------+-------,-------~-------! NONE DATE 3/11/05 MADE AG CHKD. WC JOBNO. G-1992 PLATE 3 I I I I I I I I I I I I I I I I I I LEGEND OF SOIL CLASSIFICATION AND PENTRATION TEST UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) MAJOR DMSION GROUP TYPICAL DESCRIPTION LABORATORY CLASSIFICATION CRITERIA SYMBOL CLEAN GW WELL GRADED GRAVELS, GRAVEL-SANO CU .. (060/ 010) greater than 4 GRAVELS MIXTURE, LITTLE OR NO FINES DETERMINE Cc= (D302) / {D10" DBO) between 1 and 3 PERCENTAGES OF GRAVELS (lrttle or no GP POORLY GRADED GRAVELS, AND GRAVEL-sAND GRAVEL ANO SAND NOT MEETING ABOVE REQUIREMENTS (More Than Half fines) MIXTURES LITTLE OR NO FINES FROM GRAIN SIZE COARSE• Coa/SEI Grains DISTRIBUTION GRAINED SOILS L.argerlhan No, 4 CURVE AITERBERG LIMITS BELOW S,ve) DIRTY GM SIL TY GRAVELS, GRAVEL-SAND-SILT MIXTIJRES "A" LINE. GRAVELS CONTENT or P.1. LESS THAN 4 OF FINES (with some CLAYEYGRAVElS, GRAVEL-5ANO.CLAY EXCEEDS12% ATTERBERG LIMITS ABOVE fines) GC MIXTURES COARSE GRAINED "A" LINE. SOJLSARE or P.I.MORETHAN 7 CLASSIFIED AS Cu= (060 / 010) greater than 6 SANDS CLEAN SW WELL GRADED SANDS, GRAVELLY SANDS, FOLLOWS: UITLE OR NO FINES Cc= (0302 )/ (010 • 060) between 1 and 3 SANDS (More Than Half (llttleorno POORLY GRADED SANDS, GRAVELLY SANDS, < 5% Fine Grained: More Than Half Coarse Grains SP NOT MEETING ABOVE REQUIREMENTS fines) LIITLE OR NO FINES GW, GP, SW, SP by Weight Larger Smaller Than No. Than No. 200 4 Sieve) ATTERBERG LIMITS BELOW Sieve DIR1Y SM SIL TY SANOS, SANO-SILT MIXTURES > 12% Fine Grained; "A• LINE SANDS GM, GC, SM, SC CONTENT OF with P .I. LESS THAN 4 FINES (with some 5 to 12% Fine EXCEEOS12% ATTERBERG LIMITS ABOVE fines) SC CLAYEY SANOS, SAND-CLAY MIXTURES Grained: use dual ·A" LINE -~· with P.I. MORE THAN 7 SILTS Liquid Umlt ML INORGANIC SIL TS, ROCK FLOUR. SANDY SIL TS <50% OF SLIGHT PLASTICITY 60 (Below A-Une on Pl.ASTICITY CHART /I A-~·ne -,/ FINE-GRAINED Plasticity Chart, INORGANIC SIL TS, MICACEOUS OR FOR SOIL PASSING NegUglble Organic) Liquid Limit MH -50 SOILS > 50% DIATOMACEOUS, FINE SANDY OR SIL TY SOIL ~ NO. 40 SIEVE I I / ~ CH or OH ' INORGANIC CLAYS OF LOW PLASTICITY, 40 Uquld Limit 0 I " CLAYS <30% CL GRAVELLY, SANDY, OR SILTY CLAYS, CLEAN ;; / (Above A-Line on CLAYS ~ 30 Placlidty Chart, Liquid Limit INORGANIC CLAYS OF HIGH PLASTICITY, FAT / CLorOL V Negligible Organic >50% CH CLAYS 20 en I V More Than Half :5 by Weight Smalle Liquid Urri\ ORGANIC SILTS AND ORGANIC SILTY CLAYS OF 0. 10 MHoroH-,-- Than No. 200 ORGANIC SILTS <50% OL LOW PLASTICITY I I I Sieve & CLAYS ~ -, . DL< M (Below A·Une on 40 ' p 60 PlacUdty Chart) Uqufd Limit OH ORGANIC CLAYS OF HIGH PLASTICITY 0 10 20 30 70 BO 90 10 11 >50% 0 0 LIQUID LIMIT(%) HJGHL Y ORGANIC SOILS pt PEAT AND OTHER HtGHL Y ORGANIC SOILS SOIL PARTICLE SIZE GENERAL GUIDANCE OF SOIL ENGINEERING PROPERTIES FROM STANDARD PENETRATION TEST (SP1) U.S. STANDARD SIEVE FRACTION Passing Retained SANDY SOILS SILTY & CLAYEY SOILS Sieve Size Sieve Size Unconfined Blow Relative Frlc:Uon Blow (mm) (mm) Counts Density Angle Description Counts Strength DescripUon SILT I CLAY #200 0.075 N " 4', degree N q,, ISf = 0-4 0-15 Very Loose <2 <0.25 V")' ,oft FINE '40 0.425 #200 0.015 4 -10 15 • 35 26-30 Loose 2-4 0.25 • 0.50 Soft MEDIUM "10 2 '40 0.425 10 • 30 35· 65 29·35 Medium Dense 4-8 0.50 • 1.00 Medium Stiff COARSE .. 4.75 "10 2 30.50 65-95 35-42 Dense 6 -15 1.00 • 2.00 Stiff !i=i. > 50 85. ,oo 38 -46 Very Dense 15 • 30 2.00 -4.00 Very Stiff FINE 19 .. 4.75 > 30 >4.00 Hard COARSE 76 19 ----COBBLES 76 mm to 203 mm CBI•> BOULDERS >203 mm Group Northwest,Inc. -Geotechnical Engineers, Geologists, & ROCK &wlrorvrental Scientists > 76 rrm FRAGMENTS· 13240 NE 20th Street, SUlte 12 Bellevue, WA 98005 ROCK :>0.76 cubic meter in volume Phone (425) 649-8757 Fax (425) 649-8758 PLATE A1 I I I I I I I I =I I I .1 I I I I I TEST PIT NO. TP-1 LOGGED BY AG TEST PIT DATE: 3/9/05 DEPTH SAMPLE Water OTHER TESTS/ ft. uses SOIL DESCRIPTION No. % COMMENTS 4" thickness forest duff !ii Probe 6-12" -SI 20.7 Probe 12" -SM Orangish Brown silty SAND with some gravel and cobbles, moist, loose ------------------------------------------------------------! S2 19.9 SM Tan silty SAND with some gravel and cobbles, moist, dense - 5 SM some cementation ~ S3 21.2 -Total depth oftest pit= 5 feet bgs -No groundwater seepage - - 10 _ - - - - 15 _ TEST PIT NO. TP-2 LOGGED BY AG TEST PIT DATE: 3/9/05 DEPTH SAMPLE Water OTHER TESTS/ ft. uses SOIL DESCRIPTION No. % COMMENTS 4" thickness forest duff Probe 24" -Orangish Brown silty SAND with some gravel and cobbles, charcoal SM tI -nieces. moist. loose Sl 15.6 -----------------------------------------------------------Probe 3-4" -SM Mottled gravelly silty SAND with occasional cobbles, moist, dense -J S2 15.4 Probe 2-31t 5 -SM/ Gray fine silty SAND to sandy SILT with some gravel and occ. IJ ML cobbles, very dense S3 14.3 -Total depth oftest pit= 6 feet -No groundwater seepage - 10 _ - - - . - 15 _ TEST PIT LOGS -=- Ci.I !I•) Group Northwest, Inc. PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT SW CORNER At SE 192ND ST. & 102ND A VE. SE -Geotechnical Engineers, Geologists, & KING COUNTY, WASHINGTON Env ironrmntal Scientists · JOB NO. G-1992 DATE 3/10/05 PLATE A2 I I I I I I I I I I I I I I I I I TEST PIT NO. TP-3 LOGGED BY AG TEST PIT DATE: 3/9/05 DEPTH SAMPLE Water OTHER TESTS/ ft. uses SOIL DESCRIPTION No. % COMMENTS SM 12-18" thickness loose forest duff Probe 12-18" ------------------------------------------------------------i SI 18.7 Probe 8-10." -SM Orangish Brown gravelly/cobbly silty SAND, moist, loose ------------------------------------------------------------l S2 17.6 SM Mottled gravelly/cobbly silty SAND, moist to wet, dense - 5 -SM/ Gray silty SAND to sandy SILT with some gravel, moist to wet, very a ML S3 17 -Total depth oftest pit= 6 feet bgs -No groundwater seepage - 10 _ - - - - 15 ~ TEST PIT NO. TP-4 LOGGED BY AG TEST PIT DATE: 3/9/05 DEPTH SAMPLE Water OTHER TESTS/ ft. uses SOIL DESCRIPTION No. % COMMENTS 6" thickness loose forest duff Probe 24" -Orangish Brown fine silty SAND with some gravel, cobbles and SM -boulders, moist, loose 3 -----------------------------------------------------------SI 12.1 -SM Tan silty SAND with some gravel, moist, dense Probe 1-3" - 5 some cementation and cobbles ] S2 13 - -Total depth oftest pit= 6 feet -No groundwater seepage - 10 _ - - - - 15 _ TEST PIT LOGS -=-- Cf.II•) Group Northwest, Inc. PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT SWCORNERAT SE192ND ST. & 102NDAVE. SE -Geotechnical Engineers, GeolOgists, & KING COUNTY, WASHINGTON Environm:mtal Sclentlstll JOB NO. G-1992 DATE 3/10/05 PLATE A3 I I I I I I I I I I I I I _I I I I I I TEST PIT NO. 'fP-5 LOGGED BY AG TEST PIT DATE: 3/9/05 DEPTH SAMPLE Water OTHER TESTS/ ft. uses SOIL DESCRIPTION No. % COMMENTS SM 6-12" thickness loose forest duff Probe 6-18" I ---------Orangish Brown silty SAND with some gravel and occ. cobbfes, ---· SI 16.8 -SM moist, loose ----------------------------------------~ ---· ------Tan to mottled fine silty SAND with some gravel, moist to wet, dense Iii. S2 12.3 SM Probe 1~3" - 5 - SM Brown gravelly/cobbly silty SAND, mois~ very dense -Total depth oftest pit= 6 feet bgs -No groundwater seepage - 10 _ - - - - 15 _ TEST PIT NO. 'fP-6 LOGGED BY AG TEST PIT DATE: 3/9/05 DEPTH SAMPLE Water OTHER TESTS/ ft. uses SOIL DESCRIPTION No. % COMMENTS 6-12" thickness loose forest duff Probe 24" ... --------Orangish Brown fine silty SAND with some gravel and cobbles SM ti Probe 4-10" -moist, loose __________ -------_________________________ SI 11.9 ---------SM Tan silty SAND with some gravel and cobbles, moist, dense -some cementation J S2 15.3 5 - - -SM Mottled gravelly/cobbly silty SAND, moist, very dense ] S3 14.3 -SM Brown gravelly silty SAND with occ. cobbles and boulders, moi~ -very dense 10 _ S4 11.3 -Total depth oftest pit= 11 feet -No groundwater seepage - 15 _ TEST PIT LOGS .......... (ill•) Group Northwest, Jinc. PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT SW CORNER AT SE 192ND ST. & 102ND A VE. SE -Geotechnic:al Engineers, Geologists, & KING COUNTY, WASHINGTON Environrrental Scientists · JOB NO. G-1992 DATE 3/10/05 PLATE A4 I I I I I I I I I I I I I I I I I I I I TEST PIT NO. TP-7 LOGGED BY AG TEST PIT DATE: 3/9/05 DEPTH SAMPLE Water OTHER TESTS/ ft. uses SOIL DESCRIPTION No. % COMMENTS SM 6" thickness loose forest duff B Probe 12-18" -Orangish Brown silty SAND with some gravel and cobbles, moist, SI 14.8 Probe4-10" SM Ions•------------------------------------------------~-------- SM Tan to mottled fine silty SAND with some gravel, moist, dense ~ -S2 13.8 - 5 SM Gray gravelly silty SAND with some cobbles, moist, very dense -Total depth oftest pit= 5 feet bgs No groundwater seepage - - - 10 _ - - - - 15 _ TEST PIT NO. 1'P-8 LOGGED BY AG TEST PIT DATE: 3/9/05 DEPTH SAMPLE Water OTHER TESTS/ ft. uses SOIL DESCRIPTION No. % COMMENTS SM 6-8" thickness loose forest duff Probe 10-12" - Orangish Brown silty SAND with some gravel, moist, loose -------------------------------------------------------------~ SI 17.3 -SM Tan silty SAND with some gravel and occ. cobbles, moist, dense Probe <I" -SM Gray gravelly fine silty SAND with some cobbles, moist, v. dense 5 ~ S2 14.7 -Total depth of test pit = 5 feet -No groundwater seepage - - 10 _ . . . . 15 _ TEST PIT LOGS -=-- Ci.lilt) Group Northwest, Inc. PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT SW CORNER AT SE 192ND ST. & 102ND AVE. SE -Geotechnical Engineers, Geologists, & KING COUNTY, WASHINGTON Environrrental Scientists · JOB NO. G-1992 DATE 3/10/05 PLATE AS I I I I I I I I I I I I I I I I I I I TEST PIT NO. TP-9 LOGGED BY AG TEST PIT DATE: 3/9/05 DEPTH • SAMPLE Water OTHER TESTS/ ft. uses SOIL DESCRIPTION No. % COMMENTS SM 6" thickness loose forest duff Probe 6-12" -Probe 6-16" SM Orangish Brown silty SAND with some gravel, moist, loose - -~-----------------------------------------------------------~ SI 12.3 SM Tan silty SAND with some gravel, moist, dense · · • -• - 5 SM Gray gravelly silty SAND with some cobbles, moist, very dense . S2 13.2 -Total depth oftest pit= 5 feet bgs No groundwater seepage - - - 10 - - - - - 15 - TEST PIT NO. TP-10 LOGGED BY AG TEST PIT DATE: 3/9/05 DEPTH SAMPLE Water OTHER TESTS/ ft. uses SOIL DESCRIPTION No. % COMMENTS 4" thickness loose forest duff Probe 2-8" -Probe 8-16" SM Orangish Brown silty SAND with some gravel and cobbles, moist, l S1 17.4 -loose -------------------------------------------------------------SM Tan silty SAND with some gravel, moist to wet, dense i S2 -Gray silty SAND to sandy SILT with some gravel and acc. cobbles 17.6 5 SM/ -and boulders, moist, v. dense ML -S3 14.1 -Total depth oftest pit= 6 feet -No groundwater seepage - 10 - - - - - 15 _ TEST PIT LOGS -----CBI•) Group Northwest, Inc. PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT SW CORNER AT SE192ND ST. & 102ND A VE. SE ......,..... Geotechnlcal Engineers. Geologists, & KING COUNTY, WASHINGTON Env iromrental Scientists · JOB NO. G-1992 DATE 3/10/05 PLATE A6 I I I I I I I I I I I I I I I I I I I ROCKERY DESIGN Talbot Ridge Estates SW Corner at SE 192"d ST & toznd A VE SE KING COUNTY, WASHINGTON Project No. G-1992 - Prepared for Mr. Cliff Williams Belmont Homes, Inc. P.O. Box 2401 Kirkland, WA 98083-2401 February 28, 2007 By GEO GROUP NORTHWEST, INC. 13240 NE 201h Street, Suite I 0 Bellevue, WA 98005 Phone: (425) 649-8757 Fax: ( 425) 649-8758 I I I I I I I I I I I I I I I I I I I February 28, 2007 Talbot Ridge Estates -Rockery Design Site Geology G-1992 Page 2 As discussed in the referenced geotechnical report, "According to the Geologic Map of the Renton Quadrangle, King County, Washington, by Mullineaux, dated 1965, the surficial geology in the site vicinity is mapped as Ground Moraine Deposits (Qgt). The ground moraine deposits consist of glacial till soils which are generally described as an over-consolidated mixture of sand, silt, and gravel which was deposited during the Pleistocene Fraser Glaciation period 14,000 years ago." Soils Conditions The subsurface investigation conducted for the referenced geotechnical report encountered silty sands with variable amounts of gravel and cobbles in the 10 test pits excavated onsite. The consistency of the site soils was evaluated by probing with a Y. inch hand probe as the test pits were being excavated. As discussed in the referenced report, dense soils were encountered 2.5 feet below the surface in test pits TP-4 and TP-5 excavated on the slopes of Lots 10 and 11 respectively near where the rockery will be constructed. Slope Stability Evaluation The slopes onto which the rockery is to be placed average 26% grade with isolated portions of the slope as steep as 30%. GEO Group Northwest, Inc., evaluated all the sites slopes for the referenced report and found no signs of instability in the slopes at the west end of the property where the fill and rockery are to be placed. Site Preparation and General Earthwork The area where the rockery and associated fills are to be placed should be stripped of all vegetation and surficial loose soils. The underlying dense soil surface on the slope should be graded to form horizontal terraces onto which fill will be placed as shown on Plate 3. Construction of the Designed Rockery As discussed in Plate 4 by The Association of Rockery Contractors (ARC), construction of a rockery is a craft that depends largely on skill and experience of the builder. · Rockery stability depends on the type of rock used, contact area between rocks, and placement of rocks, all of which cannot be accounted for in an engineered design. The rockery should be constructed in accordance with ARC standards. A copy of the ARC Standards is attached to this report in Appendix A. GEO Group Northwest, Inc. I I I I I I I I I I I I I I I I I I I February 28, 2007 G-1992 . Page 3 Talbot Ridge Estates -Rockery Design Implementation of the Tensar Geogrid Design(or equivalent) given on Plate 3 will provide a set of guidelines expected to yield a stable finished product as demonstrated by the best practices in the field. Rockery design requirements were developed in accordance with Tensar Design Chart and Keystone Retaining Wall Design program parameters, with a minimum factor of safety of 2.00 calculated for the designed wall. In implementing the Tensar design the following statements may clarify the design and aid in construction: • • • • 0 The base of the rockery as shown on Plate 3 should be composed of dense to very dense soils to be confirmed by the geotechnical engineer before placement of the first rocks in the keyway. Rocks or should be placed to maximize surface area contact as illustrated on the Associated Rockery Standards (ARC) presented on Plate 4. · Rockery construction and compacted fill placement should take place simultaneously to insure that the proper 1 Horizontal:6Vertical batter of the face of the rockery can be constructed without causing the rockery to collapse uphill. Geogrid lengths given on Plate 3 should be measured from the-back of the rockery wall and extend into the fill on a level plane. The geogrids should be pulled tight and anchored down before being covered with fill. Alternative geotextile products may be used in place of the Tensar product provided long term tensile strength properties are equal or better than those specified. • Wall height is measured as.the total height of the rockery less the required keyway embedment. For example a rockery or 8 foot wall height would have a total height of 9 feet of rock. • Alterations to the expected rockery placement (Proposed Site Plan, Plate 2) are allowed as long as they comply with the specifications of this report and are confirmed by GEO Group Northwest, Inc. Structural Fill Placement and Material Fill placement will be required behind the rockery to bring the existing grade up to the proposed grade. Native fill should be placed in successive horizontal lifts of loose soil not to exceed 1 foot thick with each successive lift compacted individually. As discussed in section 5.2.2 of the referenced geotechnical report, "structural fills placed below GEO Group Northwest, Inc. I I I I I I I I I I I I I I ,I I I I I February 28, 2007 Talbot Ridge Estates -Rockery Design G-1992 Page 4 building areas and below non-structurally supported slabs, parking lots, sidewalks, driveways, patios or other structures should be compacted to a minimum of 95% of the Modified Proctor standard (ASTM D1557)." If a footing is to be supported on structural fill the structural fill should extend out beyond the footings at a 1 H:1V (Horizontal: Vertical) grade. So for 6 feet of fill placed below footings the structural fill compacted to minimum 95% should extend a minimum 6 feet beyond the inside and outside edges of the footings. Fills placed behind the rockery and outside the areas discussed above should be compacted to a minimum 90% of the modified Proctor Standard. The excavated onsite silty sands may be suitable as structural fill if placed fills are free of roots and organic material and approved by the geotechnical engineer. The majority of the site soils are moisture sensitive because of their silt content. The site soils should be suitable for use as structural fill as long as they are placed near their optimum moisture content. During wet weather or under wet conditions we recommend the use of a free draining granular material with no greater than 5% passing the No. 200 sieve (measured on that portion which passes the 3/4 inch sieve). Native soils stockpiled onsite for use as structural fill should be covered with plastic sheeting to prevent over saturation of the soils. Construction Monitoring We recommend that GEO Group Northwest, Inc., be retained to perform a review of the final design and specifications of the project in order to verify that our geotechnical recommendations have been properly interpreted and incorporated into the construction documents, and that the finalized layout of the project is appropriate. This is to confirm compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. The geotechnical engineer should be retained to perform construction monitoring inspections consisting of the following: 1. Confirm proper rock selection; 2. Full-time inspection of all excavations; 3. Verify keyway depth (D) and inclination; 4. Inspect drainage installation including drain line and filter layer(B); 5. Verify rockery construction according to the specifications of this report; 6. Verify fill compaction as specified in this report; 7. Verify proper length and placement of geogrids. GEO Group Northwest, Inc. I I I I I I I I I I I I I I I I I I I February 28, 2007 Talbot Ridge Estates -Rockery Design Limitations G-1992 Page5 This report has been prepared for the specific application to this project for exclusive use by Mr. Cliff Williams and Belmont Hornes Inc. Our findings and recommendations stated herein are based on field observation, our experience, and our judgement. The recommendations are our professional opinion derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area and within the budget constraint. No warranty is expressed or implied. In the event the soil conditions vary from those described herein, or construction plans change, GEO Group Northwest, Inc., should be notified and the recommendations herein re-evaluated. We appreciate the opportunity to perform this geotechnical engineering study and look forward to working with you in the construction phase. If you have any questions about this report, or if we can be of further assistance, please call (425) 649-8757. Sincerely, GEO GROUP NORTHWEST, INC. Andy Wade Geologist William Chang, P. E. Principal Attachments: Plate 1 -Vicinity Map Plate 2 -Proposed Site Plan Plate 3 -Tensar Geogrid Design Plate 4 -ARC Typical Rockery Details Appendix A -ARC Standards GEO Group Northwest, Inc. I I I I I I I I I I I I I I I I •.. 1 ··1 ·.· s j .·.. .····•• .. • I 51T .1 C . . . .·· t • . • j::..: •. r ... -'-'-'---'---'---'---,~ .•.. ~ .. '. PR~CT < '------1. f F ~~ 1, ~It; ~ &r SE 189TH ST 5 SE ~\ ::;: SE 190TH ST 189TI! ~ : .......... p -a i SE 190TH PL . ~' r I . . >1,<; ---13~ ;,19~~ j SE · ,--~,<;:! 1l ' OTH __ ST 11---------.-----------l I cijjt) Group Northwest, Inc. ~ Geotechnlcal Blglneers, Geologists, & EnvlronrrentaJ Scientists I SCALE: NONE DATE: 3/11/05 MADE: AG VICINITY MAP PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT SW CORNER AT SE 192ND ST. & 102ND A VE. SE KING COUNTY, WASHINGTON CHKD: WC JOB NO: G-1992 PLATE I I I I I I I I I I I I i i ,I I I I I February 28, 2007 Mr. Cliff Williams Belmont f-jomes, Inc. P.O. Box 2401 Kirkland, Washington 98083-2401 Subject: Rockery Design Talbot Ridge Estates SW Corner at SE 192"d ST & 102"d AVE SE King County, Washington Project No. G -1992 Ref: GEO Group Northwest, Inc., Geotechnical Engineering Study, Proposed 33-Lot Residential Development, SW Corner at SE 192"d ST. & 102N° AVE. SE, King County, Washington., dated March 17, 2005. Dear Mr. Williams: This rockery design presents our recommendations for construction of. the proposed rockery system in the landscaping area of the subject site. The location of the subject development is illustrated on the Vicinity Map, Plate 1. Surface Conditions The eastern two thirds of the subject parcel slopes down gently to the west from 102"d Avenue SE. The western third of the parcel slopes down to the west with moderate slopes averaging 26% grade. Grading associated with the proposed development will terrace the site to create level building pads. Proposed Rockery A rockery is to be constructed on the west end of Lots 9, 10, and 11 (shown on Proposed Site Plan, Plate 2) in order to expand the level area at the top of the slope increasing the usable area of the lot. We understand fills are intended to be placed behind the constructed rockery to raise the ground surface to the intended permanent grade. Based on your fax and our conversations with you, we understand that a maximum 8 foot tall rockery is planned to face the westernmost edge of the fill. - - .. ... s.ii - - \!',}! .,,.~ ~-~ ;,j • J TOP 358.0 TOE 350.0 22 PROPOSED ROCKERY ~ "'Y-,s / ,<o -+<,_,~ S· 1'"=> 23 y_Y ~ -:,.r::i'v ,<o, \ TOP 358.0 TOE 350.0 / I I SITE PLAN BASED UPON DIGITAL PLAN BY CORE DESIGN, DATED JAN. 2007. 1 '" "' 15 I 1111 / 16 5 AREA OF COMPACTED FILL PLACEMENT BEHIND ROCKERY WALL ,,~· . '":'·.°t~ 4 'f, Gro~pNE£I2E!~~~~.!r Inc. -Phone 425/649-8757 FAX 425/649-8758 Email info@gco~upnw.com 15 ~ 1 ~ ~ --SAWCUT LINE LOCATED 52' FROM SE 192ND ST INT'X ,,,,.---,. .-I r---EXIST. PAVEMENT ) REMOVED, REGRADE/. AND REPLACED. i ~"0 e,'0~ ~J', --fl.'<--"'r.:l'.. ~ ~\ :,'!. ,:(!..<:,~ s'f-:,'o ~'J,::J '<--\J· 'o"' ~<,_,C.· ';\\J" SAWCUT flNE LOCA 76' FROM SE 192ND INT'X ALONG EXIST. ROAD CROWN. 3 PROJECT#: G-1992 PROPOSED SITE PLAN DATE: 2/19/07 TALBOT RIDGE ESTATES DRAWN: AG SW CORNER AT SE 192ND ST & 102ND AVE SE CHECKED: we KING COl'NTY, WASHINGTON . · SCALE: l" = 50' PLATE: 2 I I I I I I I, I I I ·~ I I I I~ I-- I': I I H SCHEMATIC ONLY (NOT TO SCALE) . J l 00 psf Surcharge Non-woven Geotextile Fabric· Mirafi 140N, or Crushed Drain Rock C:~woy(P) 4" O.D. Rigid PVC Perforated Drain Pipe I< Geogrid Length >I Height shown is from the top of grade to the top of wall. Design heights include 2' embedment of walls 8 feet and taller, with 1' embedment of walls less than 8 feet tall. Tensar UX1500 may be substituted for UX1400 to simplify construction Design Parameters: Phi -34 degrees Gamma -130 pcf Cohession -0 TENSAR GEOGRID SCHEDULE FOR ROCKERY RETAINING WALLS WALL TENSAR GEOGRID GEOGRID HEIGHT (H) GEOGRID GEOGRID LENGTH (L) HEIGHT (H) (FT) TYPE LAYER (FT) (FT) 4 UX1400 1 4.0 1.50 6 UX1400 1 4.0 1.50 UX1400 2 4.0 4.00 8 UX1500SB 1 5.5 2.67 UX1500SB 2 5.5 6.00 UX1500SB 1 7.0 2.00 10 UX1400 2 7.0 5.00 UX1400 4 7.0 8.00 TALBOT RIDGE ESTATES ~ TENSAR GEOGRID DESIGN ROCKERY t!li'ID Group Northwest, Inc. FACED FILL ~ Gaotechnlcal 61gineers, Geologlsts, & ........ Environrrental Sc.enlists PROJECT NO.: DATE: PLATE: G-1992 2/22/2007 3 ' I a a • • ' ' r I 0 T NONE NOTTO SCALE * D f -w~ Group Northwest, Inc. Geotechnical Engineers, Geologists, & Erw!ronrrental Scientists DATE 2/22/2007 MADE AJW CHKD WC Rock Wall Elevation •1hD1on&m ...... at111D1uc11s~1111w1a,.Jc1awww~1ho ·CUI or1lll laca ID pmvllla _.,,11111 aaablllr. Radl:s .snouldjtal lie ...., .... .,_..__ lll,oy ehauldti. llllGi:dto liimiil cmA "'PIS jalntplanas ll111adic:al arlllbmldloocllona. ~ pGadlla 11111:h iockallould bar on llim ar ll"'Pll m:b tisaw l. willi gaad ftat.lD.lat c:aalar:it. . • All nd: wailaoter 4 leel III lleWit lillDufd be cmr!nlCled ID basis al 111111 ma:ss, -Jllll'IR) faalage al faca. . Sia ,...., :!Y2n 3Man 411im 5Han &Y:m 0 Appsuailuate ~ Waight-Ila. ._ 5D -l!llO 12 -18" am -70D 18 -28'" 7ml • l!IIIIO .211 -36" l!OOD -4llQO 1111-411" 4IIOII -IIDIIO -411 -54' IIIIDII -IIDOD .o4 -ill" Omfnpfpa. 4,lncluaailmlllld!aalils, "'"*'""''° or !PAbd rigii plBSlia ADS"" llid...ih a~ giadlimt1D dkia:J•UU lllldar-*wall""""l'imnl 1118-.. TYPICAL ROCKERY DETAIL BELMONT HOMES -TALBOT RIDGE EST ATES SW CORNER AT SE 192ND ST & 102ND AVE SE KING COUNTY, WASHINGTON JOB NO. G -1992 PLATE 4 I I I I I, I I I I I :I I I I .I I I I I Associated Rockery Contrac;tors Standard Rock Wall Construction Guidelines P.O. Box 1794 • Woodinville, Washington 98072 ,' . . . ' AssoGiation Representatives (425) 4§t-3456 or (425) 481-7222 ·.·,~·-; . •,,• ... I I I I I I I I I I I I I fi ,. I I I I Contents 1.01 Introduction· ............ · ....................................................................................................................................... 1 1.01.1 Historical Background ............................................................................................... 1 1.01.2 Goal ............................................................................................................................. 1 2.01 Materials· .................................................................................................................... · .................................... 1 2.01.1 Rock Qualify ....................................................................... : ....................................... 1 2.01.2 Frequency of Testing ..................... , .......................................................................... 2 2.01.3 Rock Density ................................................. : ............................................................ 2 2.01.4 Submittals ................................................................................................................... 2 3.01 Rock Wall Construction: ............................................ : .................................................................................. 2 3.01.1 General ......................................................................... ; .............................................. 2 3.01.2 Geotechnical Engineer ............................................................................................. 3 3.01.3 Responsibility ............................................................................................................. 3 3.01.4 Workmanshlp .............................................................................................................. 3 3.01.5 Changes to Finished Product .................................................................................. 3 3.01.6 Slopes ............ : ............................................................................................................. 3 3.01.7 Monitoring ........... :, ...................................................................................................... 4 3.01.8 Fill Compaction ................................................................................ , ......................... 4 3.01.9 Fill Construction and Reinforcement ..................................................................... .4 3.01.1 o Rock Wall Keyway ................................................................................................... 5 3.01.11 Keyway Dralnage ................................................ : .................. :.:., ............................. 5 3.01.12 Rock Wall Thickness ............. : ................................................................................. 5 3.01.13 Rock Selection ...................................................... , .................................................. 6 3.01.14 Rock Placement ....................................................................................................... 6 · 3.01.15 Face Inclination ....................................................................................................... 6 3.01.16 Voids ......................................................................................................................... 6 3.01.17 Drain Rock Layer ............................................................................................. , ....... 6 3.01.18 Surface Drainage ..................................................................................................... 7 Post Construction Guideline Figure A ................................................................................................................. 8 TYPICAL DETAIL Native Cut, Any Height Over 4 Feet. ............................................................................... , ... 9 TYPICAL DETAIL Overbuild Fill Construction, Rock Wall less than B Feet in Height .............................. 10 TYPICAL DETAIL Geog rid Reinforced Fill Construction, Rock Wall B Feet or More in Height ............... 11 I I I I I I I I I I I I I I I I ARC STANDARD ROCKERY CONSTRUCTION GUIDELINES 1.01.1 Historical Background 1.01.2 Goal 1.01 Introduction: . These standard rock wall construction guidelines have been developed in an effort to provide a more stringent degree of control on materials and construction methodology in tlie Pacific. Northwest. They have been assembled from numerous other standards presently in use in the area, from expertise provided by local geotechnical engineers, and from the wide experience of the members of the Associated Rockery Contractors (A.RC). The primary goals of this document are to standardize the methods of construc- tion for rock walls over four feet in height, and to provide a means of verifying the quality of materials used in construction and the workmanship employed in construction. This standard has also been developed in a manner that makes it, to the best of ARC' s knowledge, more stringent than the other standards presently in use by local municipalities. 2.01 .. Materials: 2.01.l All rock shall be sound, angular ledge rock that is resistant to weathering. The Rock Quality longest dimension ofany individual rock should not exceed three times its shortest dimeii'sion. Acceptability of rock will be determined by laboratory tests as hereinafter specified, geologic examination and historical usage records. 1212192 All rock delivered to and incorporated in the project shall meet the following minimum specifications: a. Absorption ASTMCJ27 AASHTO T-85 b. Accelerated Expansion ( 15 days) CRD-C-148 *I, *2 c. Soundness (MsS04 at 5 cycles) ASTMC88 CRD-C-137 d. Unconfined Compressive Strength ASTMD,2938 ' e. Bulk Specific Gr-dvity ( 155pcf) ASTM Cl27 AASHTOT-85 Not more than 2.0% for igneous and metamorphic rock types and 3 .0% for sedimentary rock types. Not more than 15% breakdown Not greater than 5% loss. Intact strength of 6,000 psi, or greater. Greater tha11 2.48 * l. The test sample will be prepared and tested in accordance with Corps of Engineers Testing procedure CRD-C-148, "Method of Testing Stone for Expansive Breakdown on Soaking in Ethylene Glycol.". *2. Accelerated expansion tests should also include analyses-of the fractures and veins found in the rock. PAGE 1 I· I I I I, I I I I I I I I I I I •• I ARC STANDARD ROCKERY.CONSTRUCTION GUIDELINES. 2.01.2 Frequency of Testing 2.01.3 · Rock Density 2.0L4 Submlttals 3.0Ll General 12/2J92 Quarry sources shall begin a testing program when either becoming a supplier or when a new area of the source pit is opened. The tests described in Section 2.01.1 shall be performed for every four thousand (4000) tons for the first twelve thousand ( 12.000) tons of wall rock ·sµpplied to establish that specific rock source. The tests shall then -be performed once a ·year, every 40,000 tons, or at an apparent change in material. If problems with a specific area in a pit or with a.· particular material arc encountered, the initial testing cycle shall be restarted. Recognizing that numerous sources of rock exist, and that the nature of rock will vary not only between sources but also within each source, the density of the rock shall be equal to, or greater than;one hundred fifty-five (155) pcf. Typi- cally, rocks used for rock wall construction shall be sized approximately as follows:· Rock Size Rock Weight Average Dimension One man 50-200 pounds 12 to 18 inches Two man · 200-700 pounds 18 to 28 inches Three man 700-2000 pounds 28 to 36 inches Four man 2000-4000 pounds 36 to 48 inches Five Man 4000-6000 pounds · · 48 to 54 inches Six Man 6000-8000 pounds 54 to 60 inches In rock walls eight feet and over in height, it should not be possible to move the large sized rocks (four to six-man size) with a pry bar. If these rocks can be moved, the rock wall should not be considered capable of restraining any significant lateral load. However, it is both practical and even desirable that smaller rocks, particularly those used for "chinking" purposes, can be moved with a pry bar to achieve the "best fit". The rock source shall present current geologic and test data for the minimum guidelines ·described in Section 2.01.1 on request by either the rock wall contrac- tor, the owner, or the applicable agency. 3.01 Rock Wall Construction: Rock wall construction is a craft and depends largely on the skill and experience of the builder. A rock wall is a protective system which helps to retard the weathering and erosion process acting oil an exposed cut or fill soil face. While by its nature (the mass, size and shape of the rocks) it will provide some undeter- mined degree of retention, it is not a designed or engineered system in the sense a·reinforced.concrete retaining wall wou~d be cpnsidered designed or engineered. The deg.rec of retention achieved is dependant on the size of rock used; that is, the "mass" or weight, and the height of the rock wall being constructed. The larger the rock, the more competent the rock wall. To accomplish an appropriate PAGE2 I I I I I I I I I I I I I I I I I I ARC STANDARD ROCKERY CONSTRUCTION GUIDELINES 3.01.2 Geo technical Engineer 3.01.3 Responsibility 3.01.4 Workmanship 3.01.S Changes to Finished Product 12/2/92 3.01.6 Slopes degree of competency, all rock walls in excess of four feet in height should be built on a "mass" basis, i.e. by the ton. To provide a competent and adequate rock wall structure, all rock walls con- structed in front of either cuts or fills eight feet lfnd over in height should be bid and constructed in accordance with these standard guidelines and the · geotechnical engineer's supplemental recommendations. Both the standard guidelines and the supplemental geotechnical recommendations should be pro- vided to prospective bidders before bidding and· the start of construction. ; The geotechnical engineer retained to provide necessary supplemental rock wall construction guidelines shall be a practicing geotechnical/civil engineer licensed as a professional civil engineer in the State of Washington who has had at least four years of professional. employment as a geotechnical engineer in responsible charge, including experience with fill construction and stability and rock wall construction. The geotechnical engineer should be hired either by the rock waH contractor or the owner. The ultimate responsibility for standard rock wall construction should remain with the rock wall builder'. Howev·er, rock walls protecting moderate to thick fills, with steep sloping surfaces above or below them, wiih multiple' steps, with foundation or other loads affecting them, protecting sandy or gravelly soils subject to ravelling, with seepage or wet conditions, or that are eight feet or more in height, all represent special design conditions arid require consultation and/or advice from qualified experts. All workmanship is guaranteed by the rock wall contractor and all materials are guaranteed by the supplying quarry for a period of six years from the date of completion .of erection, providing no modification or changes to the conditions existing at the time of completio.n"are made. Such changes include, but are not necessarily limited to, temporary excavation of ditches or trenches for any utility within a distance of less than five feet from the' back of the top of the rock wall; excavation made either within a distance equal to at least two thirds of the free-standing wall height in front of the toe of a rock wall, or that will penetrate an imaginary line extended at a lH: 1 V (Horizontal: Vertical) slope from the front edge of the rock wall toe (see Figure A); removal of.,any material from the subgrade in front of the wall, excavation of material from any location behind the rock wall within a distance at least equal to the rock wall's height, the addition of any surcharge or other loads within a similar distance of the top of the rock wall, or surface or subsurface water forced, di- rected, or otherwise caused to flow behind the rock wall in any quantity. . I Slopes above rock walls should )i.e l.ept as flat as possible, but should not exceed 2H: 1 V unless the rock wall is designed specifically to provide some restraint to the load imposed by the slope. Any slope existing above a completed rock wall should be covered with vegetation by the owner to help reduce the potential for surface water flow induced erosion. It should consist of a deep rooted, rapid growth vegetative mat, will typically be placed by' hydroseeding and covered with a mulch. It is often useful to overlay the seed and mulch with either pegged DAl'!C <J I 1· ARC STANDARD ROCKERY CONSTRUCTION µUIDELINES I I I I I I I I I I I fi .I 3.01.7 Monitoring 3.01.8 Fill Compaction 3.01.9 Fill Construction Reinforcement I 12J2/92 in-place jute matting, or some other form of approved geotextile, to help main- tain the seed in-place until the root mat has an opportunity to germinate and take hold. All rock walls ·constructed against cuts or fills eight feet and over in height shall be periodically monitored during construction by the geotechnical engineer to verify that the .nature and quality of the materials being used are appropriate, that the construction procedures are appropriate, and that the rock wall is being · constructed in a generally professional manner and in accordance with this ARC guideline and any supplemental recommendations. On completion of the rock wall, the geotechnical engineer should submit to the client, the rock wall contracfor, and to the appropriate municipality, copies of his rock wall examination reports along with a final report .summarizing rock wall construction. Where rock walls are constructed in front of a fill, it is imperative that the owner ensure the fill be placed and compacted in a manner that will provide-a.compe- tent fill mass. To achieve this goal, all fills should consist of relatively clean, organic and debris free granular mat.erials with a maximum size of four inches. Ideally, but particularly if placement and compaction is to take place during the wet season, they should contain no more than seven pe~cent fines (silt and clay sized particles) passing the number 200 mesh sieve. All fills·shouid be placed in thin lifts not exceeding ten (10) i~i:hes in loose thickness. Each lift should be compacted to at least 95 percent of the maximum dry density, as determined by ASTM Test Method D-1557-78 (Modified Proc- tor), before any additional fill is placed and compacted. In-place density tests should be performed at random locations within each lift of the fill to verify that this degree of compaction is being achieved. There are two methods of constructing a fill. The first, which typically applies to rock walls of Jess than eight feet in height, is to overbuild and then cut back the fill. The second, which applies to all rock walls eight feet and over in height, is to construct the fill using a geogrid or geotextile reinforcement. Overbuilding the fill allows for satisfactory compaction of the fill mass out beyond the location of the fill face to be protected. Overbuilding also allows the earthwork contractor to use larger and more effective compaction equipment in his compactive efforts, thereby typically achieving a more competent fill mass. Cutting back into the well compacted fill also typically results in conslruction of a competent near vertical fill face against which to build the rock wall. · I For the higher rock walls the use of a_geogrid or geotextile fabric to help rein- force the fill results in construction of a more stable fill face against which to c;onstruct the rock. wall. This form of construction leads to a longer lasting and more stable rock wall and helps reduce the risk of significant.long term mainte- nance. ". PAGE4 I I I I I I I I I I I I I I I I I ARC STANDARD ROCKERY CONSTRUCTION GUIDELINES This latter form of construction requires a design by the geotechnical engineer _ for each specific case. The vertical spacing of the reinforcement, the specific type of reinforcement and the distance to which it must extend back into the fill, the amount of lapping and the construction sequence must be determined· on a case by case basis. 3.01.10 The first step in rock wall construction, after general excavation, is to construct a Rock Wall keyway in which to build the rock wall. The keyway shall comprise a shallow Keyway trench of at least twelve (12) inches in depth, extending for the full length of the rock wall. The keyway subgrade should be slightly inclined back towards the face being protected. It is typically dug as wide as the rock wall (including the width of the rock filter layer). If the condition of the cut face is of concern, the keyway should be constructed in sections of manageable length, that is, of a. length that can be constructed in one shift or one day• s work. · The competency of the keyway subgrade to support the rock wall shall be veri- fied by probing with a small diameter steel rod. The rod shall have a diameter of between three-eighths and one-half inch, and shall be pushed into the subgrade in a smooth unaided manner under the body weight of the prober only. Penetration of up to six inches, with some difficulty, shall indicate a: "competent" keyway subgrade unless other factors in the geotechnical engineer~& 9pinion shall indi- cate otherwise. Penetration in excess of six inches, with ease, shall indicate a "soft" subgrade and one that could require treatment. Shallow soft areas of the subgrade can be "firmed up" by tamping a layer of coarse quarry spalls into the subgrade. 3.01.11 Upon completion of keyway excavation, a shallow ditch or trench, approximately Keyway twelve (12) inches wide and deep, should be dug along the rear edge of the key Drainage way. A minimnm four-inch diameter perforated or slotted rigid ADS drain pipe, or equivalent, approved by au engineer, should. be placed in this shallow trench and should be bedded on and surrounded by a free-draining crushed rock. Burial of the drain pipe in this shallow trench provides protection to the pipe and helps· prevent it from being inadvertently crushed by pieces of the rock wall rock. This drain pipe should be installed with sufficient gradient lo initiate flow, and the outfall should be connected to a positive and permanent discharge. > ' Positive and permanent drainage should be considered to mean an ~xisting or to be installed storm drain system, a swale, ditch or other form of surface water flow collection system, a detention or retention pond, or other stable native site feature or previously installed collection system. 3.01.12 The individual rock wall thickness ~hould be equal to the thickness ·of the recom- Rock Wall mended size of rock plus the thickness of the drain rock layer. This thickness, Thickness which will be determined on a case by case basis, will be dependant on the specific··rock sizes recommended for each individual rock wall. For example, if four-man rock is used the rock wall thickness will be approximately five feet. 12/2/92 PAt';F 5 I •• •• I I I I I I I I I I I I I· •••• ARC STANDARD ROCKERY CONSTRUCTION GUIDELINES 3,01.13 The contractor should have sufficient splice available so that he can sel_ect from Rock among a number of stockpiled rocks for each space in the rock wall to be filled . Selection Rocks which have shapes which do not match the spaces offered by the previous course of rock should be placed elsewhere to obtain a better fit. Rock should be of a generally cubical, tabular or rectangular shape and selected in accordance with Section 2.01.3. Any rocks of basically rounded or tetrahedral form should be rejected or used for filling large void spaces. 3.01.14 The first course of rock should be placed on finn unyielding soil. There should Rock be full contact between the rock and soil, which may require shaping of the Placement ground surface or slamming or dropping the rocks into place so that the soil foundation conforms to the rock face bearing on it. The bottom of the first course of rock should be a minimum of twelve (12) inches below the lowest adjacent site grade. As the rock wall is constructed, the rocks should be placed so that there are no continuous joint-planes in either the vertical or lateral direction. Wherever possible, each rock should bear on at least two· rocks below it. Rocks ·should be placed so that there is some bearing between flat rock faces rather than on joints. Joints between courses (the top surface of rock), sh,:>uld slope back towards the cut face and away from the face of the rock wall. Smaller rocks (one to two-man size) are often used to create an aesthetically pleasing "top edge" to a rock wall. This is an acceptable practice provided none of the events described in Section 3.01.5 occur, and that people are prevented from climbing or walking on the finished wall. This is the owner's responsibility. 3.01.15 The face of the rock wall should be inclined at a gradient of about 1H:6V back Face towards the face being protected. The inclination should not be constructed . Inclination flatter than IH:4V. 3.01.lCi Because of the nature of t!ie product used to construct a rock wall, it is virtually Voids impossible to avoid creating void spaces between individual rocks. However, it should be recognized that voids do not necessarily constitute a problem in rock wall construction. As the size of rock used to build a rock wall increases, i.e. to six-man size, the void spaces between individual rocks should be expected to b~ larger. 3.01.17 Drain Rock Layer Where voids of greater than six inches in dimension exist in the face of a rock wall they should be visually examined to determine if contact between the rocks exists within the thickness of the rock wall. If contact docs exist, no further action is required. However, if there is no rock contact within the rock wall thickness the void should be "chinked" with a smaller piece of rock. In order to provide some degree of drainage control behind the rock wall, and as .a means of helping to prevent loss of soil through the face of the rock wall, a rock drainage filter shall be installed between the rear face of the rock wall and the soil face being protected. This drain rock layer should be at least twelve (12) . . . inches thick; and for rock walls eight feet in height or higher, it should be at I 12121s2 PAGES I I I I I I I I I I I I I I •··· I ARC STANDARD ROCKERY CONSTRUCTION. GUIDELINES · least eighteen Cl, 8) inches thick. It should be composed of 4 to 2-inch sized crushed rock quarry spalls, cr1shed concrete, or other IDjiteriaJ approved by the geotechnical engineer. If a random wall rock extends back to the exposed soil face, it is not necessary that the filter rock layer extend between it and the soil face. Depending on soil type and potential water seepage, a geotextilc fabric may or may not be required. This can be determined on a case by case basis by the geotechnical engineer during design and prior to bidding. 3.01.18 It is the owner's responsibility to intercept surface drainage from above the rock Surface wall and direct it away from the rock wall to a positive and pennanent discharge Drainage well below and beyond the toe of the rock wall. Use of other drainage control measures should be detennined on a case-by-case basis by the geotechnical engineer prior to bidding on the project. 12/2/92 PAGE7 I ,-- 1 I I I I I I ll I I I 1·- 1 -· ":'" 12/2/92 ARC STANDARD ROCKERY CONSTRUCTION GUIDELINES Post Construction Guidline Schematic _Only • Not lo Scale H Figure A H Height ofrock wall. 5FT No temporary excavation or trenching. 'h H No temporary·excavation or trenching. H1 No permanent removal of subgrade allowed. H' IH:IV 2H:IV No excavation of material or any surcharge allowed. No excavation below allowed. Maximum finished grade or permanent excavation . PAGF R ~---'-------------, *" a I • • a • a • t • -I II I I I Schematic Only -Not to Scale ,,.--- / .-... ~, .. r.: H LEGEND .,:9'.~iiit·~' Crushed rock or other apporvad material ranging between 4 to 2 inches in size and free of organics, with less ttian 5 percent fines ·t?'D' "'·a 'Ti (silt end clay size particles passing the No. 200 mesh sieve). Structural fill overbufid, compacted to at least 95% of maximum dry density as determined by ASTM Test Method D-1558-78 (Modified Proctor). Compacted structural fill consisting of free-draining, organic-free material with a maximum size of 4 inches. Should contain no more then 7 percent fines (described above), compacted to at least 95 percent of ASTM D· 1557-78 maxiJnum dry density. I ThN.'><,, I Undisturbed firm Native soll 0 !±] Pert orated or slotted drain pipe with 4 inch minimum diameter bedded oo end surrounded by' crushed rock fiher matenal, described above. Designates size of rock required, i.e. _4 __ men. NOTES • All fill should be placed in thin lifts not exceeding 1 O inches in loose thickness. Each layer should be compacted to no less than 95 percent of maximum dry density, as determined by ASTM D-1557-78 (Modttied Proctor). • Thickness _of crushed Jilter rock layer, B, should be no Jess then 12 inches. • Depth of burial of basal layer of rock, D, should be no Jess than 12 inches. • Height ol rock wall, H. should not exceed ___ !eel. • Lateral extent ol lill overbuild, Lo should be no less then H feet. • Minimum width of keyway excevation, W. should be equal to the thickness of the b_asal rock (as determined by geotechnical engineers design) plus B. TYPICAL DETAIL OVERl;IUILD FILL CONSTRUCTION ROCK WALL LESS THAN 8 FEET IN HEIGHT Plate B I I I I I I I I I I ,1 I I I I I I I ; i ~ I "1 I ! I H ' ' , .• !-0 f LEGEND a.----b Schematic Only • Not to Scale ... . ·:----:---·:~·: ~ ... -·-.-·· --. ·.. · .. ·, .. ·.·.·. --~--~ :-:---: . -r--~ -~ ... ·-.... ',. ·~.--.-.---- ·---L;, --------· -1 __ .J.. • ' z ; t z ---L + z --L ! z •.•• •"1~· .;,a.p:c:,._o "·c,.·.C)·A.: Crushed rock or crvahod ooncroto drain •ocl< material ranging between 4 and 2 Inches in size and Ir~• of organic&. wllh less than 5 percent fines (aill end clay &lzo pi,~icle& pau,ng Iha No. 200 msh $_io,e). --. Compacte~ atru::tural f,11 consisUr,g of free-draining n-aterlal with a maximum size ol 4 inches. Should contain no n>Qre lhan 7 1>9rcent lines {deacrlb•d above), compacted to at !cost 96 percent of Modified Proe1or maldmwn dry denolty. Undlatu11>eo fltm Native ooll. Geogrtd reinforcement appro\1ed by 9eotechn1ca1 engineer. 0 @] Porlorated or stoned. smoolh-wslllllcl, plastic dreln pipe Wllh 4 Inches minimum diameter bedded •~ and ,urrounded by crusheCI rock filter motorial. ~1cribe:d abo"Ye. · · Do81gnates size or mc::k requ1re,1:i, i.e. 5-m•n. NOTES • All fill •hould bo placed 1n thin !HIS not .,xceeding 10 inches in loose thiokneN. Each layer should be compacted 10 note .. than 96 pcrconl ot maximum dry denoity, as datormined by Mocllled Proctor. Leng,11 ol rei'11orcng g,,ogrid, LR ahal be __ loet. ;:;eogrid re'·ntorcemcnt ;ayer apecing, z, anal be ___ feet as ~et•rmined by the geotochnlcal engineer. Height cl rock waU. H, ahould not exceed __ feet. Thlckt>e .. ol cruoncd drain rock layer, bd, should be no less than 12 incnea. Deplh of buri!II of baaal layer of rock. D. should be no 10 .. than 12 Inches. • Minimum width of keyway excavalion, b, should be equal to the thlckne65 of the basal rock (a& !Kllermi~ed by geotochnieAI engineer) plus bd· . · AR,C l1 rrrmskrrrr TYPICAL ROCKl!RY DETAIL. Plate GEOClRID REINFORCED AL.L. CONSTRUCTION FIOCK WAL.L. a·,l!.ET OR MORE IN HEJOHT C I I I I I I I I I I I I I I I I I Page I of I CORE -Rob Stevens From: Comstock, Patt [Patt.Comstock@METROKC.GOV] Sent: Thursday, January 18, 2007 10:55 AM To: CORE -Rob Stevens Subject: RE: Talbot Ridge Estates L05P0007 Hi Rob, You stated it correctly. Metro does not have service at this location, nor do we foresee any in the future. We will not need to review your plans and will not be requesting any transit related improvements. Our closest service runs north/south on 108th Ave SE; Metro Rts. 161 and 169. Thank you for contacting me. --Patt Patt Comstock -Transportation Planner· Transit Route Facilities • King County Metro. patt.comstock@metrokc.gov • (206) 684-1523 ·--------·-·-····--·····---·-· From: rhs@coredesigninc.com [mailto:rhs@coredeslgnlnc.com] Sent: Thursday, January 18, 2007 10:22 AM To: Comstock, Patt Cc: grb@coredesigninc.com Subject: Talbot Ridge Estates LOSP0007 Patt, ·-----------------·-·---· Talbot Ridge Estates is located at the SW comer of 192nd Street and 102nd Avenue SE intersection. As you had mentioned in your voice message, there are no current or future planned bus routes on these roads, therefore Metro Service Planning will not need to review the street tree plan. Please confirm by replying to this message. Thanks, Robert H. Stevens, P.E. Principal Core Design, Inc. 14711 -NE 29th Place, Suite JOI Bellevue WA 98007 Tel: 425.885.7877 Fax: 425.885.7963 ww~ .coredesigninc.com I 111s101 I I I I ti I I I I - I I I I I I I I 8. CSWPPP ANALYSIS AND DESIGN: Design of the ESC plan was completed in conformance with Core Requirement #5 per the 2005 KCSWDM. Compliance with the 9 minimum requirements is summarized below. 1. Clearing Limits: Clearing limits have been delineated on sheet C2.01 of the civil plans. The clearing limits extend only to those areas that will be disturbed during construction of the subject project. 2. Cover Measures: The Erosion/Sedimentation Control Notes listed on sheet C2.31 of the civil plans specify specific times at which temporary and permanent cover measures will be installed. 3. 4. 5. Perimeter Protection: Per sheet C2.01 of the civil plans, silt fence will be used for perimeter protection. Silt fence will be installed along the perimeters of those areas that will be receiving silt-laden runoff. Traffic Area Stabilization: A construction entrance will be installed at the entrance to the project site. See sheets C2.01 and C2.3 l for location of construction entrance and detail. Sediment Retention: The proposed detention/water quality vault will be used for sediment retention. Sediment retention will be designed per the 2005 KCSWDM Appendix D. Surface Area: Q10(04120dl5.tsf) = 1.74 cfs (See attached KCRTS Flow Frequency Analysis in Section 48 of this Report) SA= 2080 sf/cfs • Q10 SA= 2080 sf/cfs * 1.74 cfs = 3,619 SF SA Provided= 5,888 SF> 3,619 SF=> OK Riser Diameter: The 15" riser on the control structure will be used for the principle spillway. The riser was sized to accommodate the developed 100-year, 15-minute return period storm. See Section 4 8 of this Report for sizing calculation. Emergency Overflow Spillway: The 15" riser on the control structure will be used for emergency overflow. The riser was sized to accommodate the developed 100-year, 15-minute return period storm. See Section 48 of this Report for sizing calculation. I I I I I I I I I I I I I I I I I I 6. 7. 8. Surface Water Collection: Interceptor swales will be used to direct all sediment- laden runoff to the sedimentation vault. See sheets C2.0l and C2.31 for location of swales and details. Dewatering Control: A note on sheet C2.0l addresses the procedure for discharge/treatment of runoff from dewatering. Dust Control: A note on sheet C2.0l addresses the procedure for dust control should soils become too dry. 9. Flow Control: The proposed detention/water quality facility will be used for sediment retention therefore, discharge from the facility will be per the Conservation (Level Two) Flow Control standard. Design of the SWPPS plan was completed in conformance with Section 2.3.1.4 in the 2005 KCSWDM. The ESC and SWPPS plan contains notes establishing what materials will not be allowed on the site along with notes describing BMPs for treatment of materials that will be on the site. Since no storage ofliquids including fuel will be allowed on the site, no spill prevention report and/or clean up report is required. Vehicle maintenance will not be allowed on the site. Storage of construction materials and wastes will be stored within the "potential stockpile area" delineated on the ESC and SWPPS plan. Any concrete waste or waste from sawcutting or surfacing will be discharged to formed areas awaiting installation of concrete or asphalt and/or to a lined sump as specified in the notes and shown on the ESC and SWPPS plan. The contractor shall designate a person as the responsible representative in charge of erosion control and maintenance of all erosion control and stormwater pollution prevention facilities. I I I I I I I I I I I I I I I I I I I 9. BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT: A blank "Declaration of Covenant and Grant of Easement" along with maintenance and operation instructions for the "Perforated Pipe Connection" and "Restricted Footprint" are attached on the following pages. The blank "Declaration of Covenant and Grant of Easement" will be filled out and recorded during final plat. The "Facility Summary Sheet" and "Bond Quantities Worksheet" are attached on the following pages. I I I I I I I I I I I I I I I I I I I I RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: RECORDING COVER SHEET DECLARATION OF COVENANT AND GRANT OF EASEMENT Grantor: -------------------- Grantee: -------------------- Legal Description: ______________________ _ Additional Legal(s) on: ____________________ _ Assessor's Tax Parcel ID#: -------------------- I I I I I I I I I I I I I I I I I I I DECLARATION OF COVENANT AND GRANT OF EASEMENT For Stormwater Flow Control Best Management Practices IN CONSIDERATION of the following approved King County (check one of the following) D residential building permit, D commercial building permit, D clearing and grading permit, D subdivision permit, or D short subdivision permit for Application No. ________ _ relating to real property ("Property") legally described as follows: The Grantor(s), the owner(s) in fee of the above described parcel ofland, hereby covenants with King County, a political subdivision of the state of Washington its successors in interest and assigns ("King County"), that it will observe, consent to, and abide by the conditions and obligations set forth and described in Paragraphs 1 and 2 and 4 through 7 below with regard to the Property, and hereby grants an access easement on and to the Property to King County, for the purposes described in Paragraph 3 below. Grantor(s) hereby grants, covenants, and agrees as follows: 1. Owner(s) of the Property shall retain, uphold, and protect the stormwater management devices, features, pathways, limits, and restrictions, known as flow control best management practices ("Flow Control BMPs"), shown on the approved Flow Control BMP Site Plan for the Property attached hereto and incorporated herein as Exhibit A. 2. Owner(s) of the Property shall at their own cost, operate, maintain, and keep in good repair, the Property's Flow Control BMPs as described in the approved Design and Maintenance Details for each BMP attached hereto and incorporated herein as Exhibit B. 3. King County shall have a nonexclusive perpetual access easement on the Property in order to ingress and egress over the Property for the sole purposes of inspecting and monitoring the 2 I I I I I I I I I I I I I I I I I I I Property's Flow Control BMPs, and if applicable in accordance with the terms of Paragraph 4 below, performing any corrective work required to bring the Property's Flow Control BMPs into compliance with Title 9 of the King County Code. 4. If King County determines that maintenance, repair, restoration, and/or mitigation work is required to be done to the Flow Control BMPs and has not been performed by the Property owner(s), the Director of the Water and Land Resources Division of the King County Department of Natural Resources and Parks shall give notice to the Property owner (s) of the specific maintenance, repair, restoration, and/or mitigation work (Work) required pursuant to Title 9 of the King County Code. The Manager shall also set a reasonable time in which the Work is to be completed by the Property owner(s). If the Work is not completed within the time set by the Division Director, King County may perform the required Work. Written notice will be sent to the Property owner(s) stating King County's intention to perform the Work. Performance of the Work by King County will not commence until at least seven (7) days after such notice is mailed. If, within the sole discretion of the Water and Land Resources Division Director, there exists an imminent or present danger, the owner hereby waives the seven (7) day notice period and the Work will begin immediately. 5. The owner(s) of the Property shall assume all responsibility for the cost of any Work required to be done to the Flow Control BMPs. Such responsibility shall include reimbursement to King County within thirty (30) days of the receipt of the invoice for any such Work performed by King County in accordance with the terms of Paragraph 3 above. Overdue payments will require payment of interest at the current legal rate as liquidated damages. In the event that King County does not receive reimbursement within the required time frame, it may elect to place a lien on the Property and act upon the lien in accordance with the terms and procedures specified in Chapter 23.40 of the King County Code, as amended from time to time. Iflegal action is taken to enforce the provisions of this Paragraph, the prevailing party is entitled to costs and attorney's fees. 3 I I I I I I I I I I I I I I I I I I I 6. Apart from performing routine landscape maintenance, the Property owner(s) is (are) hereby required to obtain written approval from the Water and Land Resources Division Manager of the King County Department of Natural Resources and Parks prior to performing any alterations or modifications to the Flow Control BMPs. Any notice or consent required to be given or otherwise provided for by the provisions of this Declaration of Covenant and Grant of Easement shall be effective upon personal delivery, or three (3) days after mailing by Certified Mail, return receipt requested, whichever occurs sooner. 7. This Declaration of Covenant and Grant of Easement is intended to promote the efficient and effective management of surface water drainage on the Property, and it shall inure to the benefit of all the citizens of King County, its successors and assigns. This Declaration of Covenant and Grant of Easement shall run with the land and be binding upon Grantor(s), and Grantor's (s') successors in interest and assigns. 8. This Declaration of Covenant and Grant of Easement may be terminated by execution of a written agreement by Grantor(s) and King County expressing their mutual agreement to terminate this Declaration of Covenant and Grant of Easement. 4 I I I I I I I I I I I I I I I I I I I IN WITNESS WHEREOF, this Declaration of Covenant and Grant of Easement is executed this ______ day of _____________ , 20_. By _____________ _ Its------------- By ________________ _ Its------------- STATE OF WASHINGTON) . )SS COUNTY OF KING ) On this day of , 20_, before me, the undersigned, a Notary Public in and for the State of , duly commissioned and sworn personally appeared , to me known to be the individual described in and who executed the foregoing instrument, and acknowledged to me that he signed and sealed the said instrument ash free and voluntary act and deed for the uses and purposes therein mentioned. WITNESS my hand and official seal hereto affixed the day and year in this certificate above written. Printed name Notary Public in and for the State of Washington, residing at ____________ _ My appointment expires ________ _ 5 I I I I I I I I I I I I I I I I I I I MAINTENANCE AND OPERATION INSTRUCTIONS FOR PERFORATED PIPE CONNECTION Your property contains a stormwater management flow control BMP (best management practice) called a "perforated pipe connection," which was installed to reduce the stormwater runoff impacts of some or all of the impervious surface on your property. A perforated pipe connection is a length of drainage conveyance pipe with holes in the bottom, designed to "leak" runoff, conveyed to the pipe, into a gravel filled trench where it can be soaked into the surrounding soil. The connection is intended to provide opportunity for infiltration of any runoff that is being conveyed from an impervious surface (usually a root) to a local drainage system such as a ditch or roadway pipe system. The size and composition of the perforated pipe connection as depicted by the flow control BMP site plan and design details must be maintained and may not be changed without written approval either from the King County Water and Land Resources Division or through a future development permit from King County. The soil overtop of the perforated portion of the system must not be compacted or covered with impervious materials. MAINTENANCE AND OPERATION INSTRUCTIONS FOR RESTRICTED FOOTPRINT Your property contains a stormwater management flow control BMP (best management practice) known as "restricted footprint," the practice of restricting the amount of impervious surface that may be added to a property so as to minimize the stormwater runoff impacts caused by impervious surface. The total impervious surface on your property many not exceed square feet without written approval either from the King County Water and Land Resources Division or through a future development permit from King County. I 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 STORMW ATER FACILITY SUMMARY SHEET Number -------- DDES Permit L(fS P pb/::> 7 (provide one Stormwater Facility Summary Sheet per Natural Discharge Location) Overview: ~ectName l_u.lll.J.,,,,_<U\bJ..&...J..;r.L...I:~~~(_-·_s;,G,4 S'.~;:\:ru:(Ll,:· ~...;:S>-------Date $ / 9 / fJ 7 Downstream Drainage Basins Major Basin Name'"D Ul..00-..rn1S. \,\_-Gv:-:u...n '/<J~ Immediate Basin Namen\CN ).:'. 'R N,R V Flow Control: Flow Control Facility Name/Number------------- Facility LocationbQYthliJQ,",:t(V-0 9ocbl5Y:l C")t f2W~cJ--pYDpg/h_,}· If none, Flow control provided in regional/shared facility (give location). ______________ _ No flow control required Exemption number General Facility Information: Type/Number of detention facilities: Type/Number of infiltration facilities: ___ ponds ponds :1 vaults tanks ___ tanks trenches Control Structure Location \ ,l.)\'bv\\lq \I 0.\) \± Type of Control Structure -1L--1.,\ ~=de__________ Number of Orifices/Restrictions 3 Size of Orifice/Restriction: No. I .0. '11 11 N 2 \·'·~" ---0. _ _,___c:,\.J'~,;;)..,_ __ _ N 0. 3 _,,,,O~-c,.B"'-Ll '_1 -- No. 4 -----'--- Flow Control Performance Standard C 00$.€...'{\J o;b OY) 2005 Surface Water Design Manual 1 1/1/05 I I I I I I I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Live Storage Volume ·S'i -18 Co CF \Oio 1 Depth 9. 8<t_' __ Volume Factor of Safety Number of Acres Served _ 4. 15 ___ _ Number of Lots --~d:-=--cd::',.___ ___ _ Dam Safety Regulations (Washington State Department of Ecology) Reservoir Volume above natural grade ______ _ Depth of Reservoir above natural grade ______ _ Facility Summary Sheet Sketch All detention, infiltration and water quality facilities must include a detailed sketch. (I I "xi 7" reduced size plan sheets may be used) 1-·- I I I I I I •• I I I 1/1/05 2005 Surface Water Design Manual 2 I 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 Water Quality: Type/Number of water quality facilities/BMPs: biofiltration swale large) above --- (regular/wet/ or continuous inflow) large) ___ combined detention/wetpond (wetpond portion basic or large) J combined detention/wetvault ___ filter strip ___ flow dispersion ___ farm management plan ___ landscape management plan ___ oil/water separator (baffle or coalescing plate) Liner? --------- catch basin inserts: ---Manufacturer --- --- ___ sand filter (basic or large) ___ sand filter, linear (basic or ___ sand filter vault (basic or sand bed depth (inches) stormwater wetland storm filter ---wetpond (basic or large) wetvault --- ___ Is facility Lined? If so, what marker is used -------------------- ___ pre-settling pond ___ pre-settling structure: Manufacturer ------------------- ___ high flow bypass structure ( e.g., flow-splitter catch basin) source controls --- Design Informatio~ Water Quality design flow ------------- Water Quality treated volume (sandfilter) _______ _ Water Quality storage volume (wetpool) I 3 ,~5? CF Facility Summary Sheet Sketch 2005 Surface Water Design Manual I I I I I I I I I I I I I I I t I a ' i SEC. q 'JWP. _g2 N. RGE 5 EAST, W.M. 375 I ~ 1191 a.ACK t:Jm. GDfB / f!!A"MK IBIE OEIIE BIX t /;~7..~-::-- ;:, ------ """""' """ii,.j . . . --------~,i --.. -----~ 2---~ ~ • I _. ari lf£K »u1 J70 J65 ------- 360 '/IPIT IOlltT SC,,,., --- 355 --·--'C-Jt · ------------~ ~J----·,r lflBKltlMim ·-·-------·---.. -------~~.,. tar!n.:~ - ~ BLY.J!II.IJI J50 375 J70 - Of1lMJED R:t11JC $EE SR,C1llW RNIS RJ# /J£TMS. VAULT SECTION A-A I t1Wt1lE I$ IOI£ ... r. 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CLEANOUT DETAIL L ____ ,.c __ ~__,.,T __________ _ ,..L,,,. . . ;~. . -··. ~ ,.IER,,,,.; '-~ . p• . ~/WT. !ff H,h"--,114" -- NO SCAiE ... !JWl lX10lJ 1D '/IC Ja1 fJOl:#S1l/£4II tr a,.iar, ltr ltAP !MAil. IE IISTMUJ} AUN: i-'16'~ -i K IIOT1GI M6J .su:r IF DISC tn:H. llOtX ICADflAI.J. I I I '' «M' II .J!ACZ' ' "T.r II~ "·'\~~~ """'1" 9IMJ.. IE ~T tEU a4E) tl1N ~lDI AS R:UJJtlS: =:::: ==~~ IOD6II SRIE 5l2t' " ICES ~ EUV<OON 'J:7 I • 1lfBIQ( """""""""" SUIPC-- If.NI ~IFIKXI' lfJI'°"' """"" ,,..,, y~,o' """"' ""' ,.,,....,,. ,.,, RIP-RAP OUTFALL DETAIL PERFORATED STUB-OUT CONNECTION ~1:.ii: ... ~tll~ NOSCME PER JIJOS ltr:stDI NffJDX c.zn ~111} !ff fXMEC1DI IJJP RR IIPIIU1l UJTS NO SCAlE ___,.... =--.......... ,. -iiiiffifi;i, .... I ! e i ~ i ~ I!' 0 : l ! , > ' ' ir , l ~ ~ 1 j l ~ ~ < ~~· D ~ t ii, 0 , ~ e ~ g I G '- t i 11 ij ~~!I 1 ~ ~ :; ; I il!o .! e "' ; o 8 ~ i ~ ij ~ ~ i t ~ l3 ~~ i.;:: ~~ ~ ~ ~ <;;"' i.;;; ~~ ~ i::!: ; ~ 13 ~ lJJ Cl (,!) ~ ~ () Cl: 5 ~ ... C ~ C/J "' C ~ ~ Ill ;? e .... Cl i'.:!: C: 0 i c,:; :r: ~-E <I) ~- PRQJ(CT NU~BEP 04120 -- DRAWING C4.32 SH(ET 9 OF 14 1!111!1 1!11!!1 1!11!!'! I!!!!!! !!!!I!!!!! !!!!!!!!I !!!!!!!!I -· ----------- Site Improvement Bond Quantity Worksheet Web date: 11/21/2005 (@) King County Department of Development & Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98055-1219 206-296-6600 TTY 206-296-7217 Project Name: Talbot Rid.9.e LoCation: 19200 Blk 102nd Avenue SE Clearing greater than or equal to 5,000 board feet of timber? x yes If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 04120BQW.xls no For alternate formats, call 206-296-6600. Date: 11/6/07 Project No.: L05P0007 Activity No.: L07SR012 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 included in the RS Means database. Unit prices updated: 02/12/02 Version: 04/22/02 Report Date: 11/28/07 lliiil liiiiil ----·-------------Site Improvement Bond Quantity Worksheet Web date: 11/21/2005 ~{~~·:~~t:2"~¥~~~r@~~1'i~=~~'I ~~{~1~'!S~i~ l~£~~J1.!tfffl m_~w~11:1.~ ~~~~~;: ~~~;,~,,&r:~~ ~~ D#:~~~~'*'~:~ir~:,~!~~:es,_i~;~~,::~~5~a ~Ref8r&'1ce'#$~-,, ~i:e~l~ \:~~_Ufii~J ,..,f.QU3ntliv:~ ~YAPPliCationS~ ~~C_os'~i:::~~ ' . .. ' . . ·s· ··Eo·1· . . ..,,,.,..N.. .. . ·011ft''"'''ii"!JJIJTI!Jl ''filCW' '"''ell µ+:,;,;._c"""'W~* Y·"'"'''" ~"ll!>slk, '"7 ,.,,,_ ~'°""-Jlliliiil,1"'·-'~ ,_,,,,-.~""""""' •lllS."'1"ll'IIIBffiiml"11: ... ER0Sl0N/ C MENlTit>.~o iliR'" ~'dt~:2~.f·,~1H_~_uJn_~_eY.! t~ri.f!:1t@~t111t~::£,1t~~:al~ ti11r1·:z~~1~~!1!1J :;:~,-:a~f..f!im 1t;?.Hf~1r~£_:\'.~ l!b~nM~ffi'i±~~~~m~ti !,~~mmit!Ek'&'~~ Backfill & compaction-embankment I ESC-1 $ •• :u;:l CY 67.51 Each I 15 1 1013 Check dams, 4" minus rock I ESC-2 I SWDM 5.4.6.3 I $ 85.45 CY 8.08 CY I 215 Crushed surfacing 1 1/4" minus I ESC-3 I. WSDOT 9-03.9(3) I $ Ditchin.9. I ESC-4 I I $ 1737 Excavation-bulk I ESC-5 I I $ 1.50 CY 1.38 LF 840 1.38 LF 0.59 SY 14500 Fence, silt I ESC-6 I SWDM 5.4.3. 1 I $ 1 1159 Fence, Temporary (NGP~~ · -I ESC-7 I I $ 8555 Hydroseeding I ESC-8 I SWDM 5.4.2.4 I $ Jute Mesh I ESC-9 I SWDM 5.4.2.2 I $ 1.45 SY 2.01 SY 0.53 SY Mulch, by hand, straw, 3" deep IESC-10 I SWDM 5.4.2.1 I $ Mulch,_by machine, straw, 2" deep · IESC-11 I SWDM 5.4.2.1 I $ Piping, temporary, CPP, 6" IESC-12 I I $ 10.70 LF Piping, tempor.a.rY, CPP, 8" IESC-13 I I $ 16. 10 LF Piping, temporary, CPP, 12" IESC-14 I I $ 20.70 LF 2.30 SY Plastic covering, 6mm thick, sandbaQged IESC-15 I SWDM 5.4.2.3 I $ Rip Rap, machine placed; slopes IESC-_16 I WSDOT 9-13.1(2) I $ 39.08 CY Rock Construction Entrance, 50'x15'x1' IESC-17 I SWDM 5.4.4.1 I $ 1,464.34 Each Rock Construction Entrance, 100'x15'x1' IESC-18 I SWDM 5.4.4.1 I $ 2,928.68 Each 2929 1,949.38 Each 17.91 LF Sediment p_ond riser assembly I ESC-19 I SWDM 5.4.5.2 I $ Sediment trap, 5' high berm I ESC-20 I SWDM 5.4.5. 1 I $ Sed. trap, 5' high. riprapped spillway berm section I ESC-21 I SWDM 5.4.5. 1 I $ 68.54 I LF Seeding, by hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY Sodding, 1" deep, level ground ESC-23 SWDM 5.4.2.5 $ 6.03 SY Sodding, 1" deep, sloped ground IESC-24 I SWDM 5.4.2.5 I $ 7.45 I SY TESC Sup_ervisor I ESC-25 I · I $ 7 4. 75 I HR Water truck, dust control IESC-26 I SWDM 5.4.7 I $ 97.75 I HR wR1me~1 N~fmEIVls~rttJ1seei1i>atiel9 ll~:lJl111iJ'.1S)~l~l~i~~1i1Niilif:I::'';, lill.!11:~:c'lill~·fttli!!!!l~l:~1~~~,~~I il!!lll!lfu;~~l'!liJ,l~~fflD'.~idi~lli!li;''I.Jtci:'J!lil:iij;,:Kt:Jll!I Page 2 of 9 04120BQW.xls Each ESC SUBTOTAL: 30% CONTINGENCY & MOBILIZATION: ESC TOTAL: COLUMN: $ 15,392.73 $ 4,617.82 $ 20,010.55 A Unit prices updated: 02/12/02 Version: 04/22/02 Report Date: 11 /28/07 --------------Site Improvement Bond Quantity Worksheet --v.Rl.111- GENERAIFrlTEMS~~~~>h~.'1t: ~NO.: t~~~~~~~:1~~;'tr~.(~§-J~sf~1Jr~-£~:ttL~i.,~~~i~~~E~·~·\J Backfill & Compaction-embankment GI -1 $ 5.62 CY 2112 ____ 11,869.44 744 4,181.28 10476 58,875.12 Backfill & Compaction-trench I GI -21 $ 8.53 GI -3 I $ 0.36 Gl-41 $8,876.16 Gl-51 $ 1.50 GI -6 I $ 4.06 Fencin GI -7 I $ 18.55 Fencin $ 13.44 Fencin $ _1,271.81 GI -101 $ 12.12 GI -111 $ 22.57 GI -121 $ 25.48 Gl-131$ 37.85 Gabion,_ 12" deep, stone filled mesh Gl-141$ 54.31 Gl-151 $ 74.85 GI -161 $ 132.48 Gl-171$ 2.02 Gl-181$ 0.95 Gl-191 $ 135.13 GI -201 $ 2.88 Gl-211$ 7.46 GI -221 $ 788.26 GI -231 $ 1,556.64 Gl-241 $ 85.18 Gl-251 $ 7.59 Gl-261$ 8.33 GI -271 $ 8.19 IWall 1 retaini.Q~ concrete GI -281 $ 44.16 Wall_,_r~ckery GI -291 $ 9.49 Page 3 of 9 SUBTOTAL "KCC 27A authorizes only one bond reduction. 04120BQW .xis CY SY Acre CY I 484 726.00 CY LF LF Each LF CY CY CY SY SY SY SY SY Each ~ SY ~ Acre HR SY SY SY SF SF 12,595.44 0.5 4,438.08 4843 7,264.50 148 1,989.12 3 405.39 18,278.37 3 7639 2150 26,628.48 11,458.50 20,403.50 117,365.60 Unit prices updated: 02/12/02 Version: 4122102 Report Date: 11128107 - -----~e l~ro:i'meffl3o~Q=tit~o~e~ --wa.111• ---------• ~ = ~-------,,~. -~#!" ""'E··· ·=---~ -,rrir.-F --··1'·0 1··~ -=,",~-"··,, . -~ ---·· -e·· --~-R-~~~ti 0 "'•" ~ ~~,;";!' #!1¢.;~~-i~,'-1 ;,,_~;s!::~~~??:·c-':· -~ ~~e:->h+-'' ,~ __ ,;~ 9i;l ;:r,,J._if~~ ~,~ _x1sti~g~~:f"" ~,,¥-~!'i~ .. tr'-!tuf!)~ ~·-c~~~ ~~;i~~ ~-§ ___ ;onu_f_ e_uuc on,, ~~-i'i!l ~~1~~~Grtt~tiilil~~~~:l••~111oit,f~~~1l!~~~ii=:~t~~'. ~Jl!;~;'>'."l!iit::;;lf~~'iie-:;..'l!!'I,~ IUnil'Piice~ \:1Unitl; '~Quaht§!l=•:;ji'l'CosF,;:"°';;' ,'.Quant'il~.\"r'JCost~~-,<Quant!;;l~Cost;,·~ c:o-=1!l!lii!E~~ R···o·A·o·,,M-"R,O·VEM,EN' "'""' '"Si<a! aN·o''''" /,'.see""'"~'-.,,,...·,c;,4~·-·"''"'E''~'i~-~'c'-CO.cf,c;;;. -,.i:;:c.,• '-"=·1---.--w~---~CJlil;'J\Y~ -+c°'cc='·"c-"-7'·-'""' I -r: . ill'f,Jfl.~i:!i-!'.''s. '-""-": __ ;·!if ='-"'"~*~ ,fut:fWc!l drl'.1o!ln:f~~:i;:,,M' "--a...,--=>.t,,8'.,c.,,1-~--"''----"'.c.cc.,._-,.".°"'" -1..,!!m!"dl'.t!1fJ'ilffllf.mi-.,-;~-';_es:i!.f<".fOOiI~,-~·'W@ll!'.":isi.r-';f.@~~:-rr-1:1!'.:&'::.i~.,~--,£;:'r~"~°E~~-'~-;-';/·"'~~iJ.:~ 11'~1:~,"it AC Grinding.!. 4' wide machine< 1 OOOsy RI -1 $ 23.00 SY AC Grindina, 4' wide machine 1000-2001 Rl-2 AC Grindina, 4' wide machine > 2000sy Rl-3 AC Removal/Disnosal/Renair RI -4 Barricade, tvpe I Rl-5 Barricade, tvne Ill ( Permanent l RI· 6 Curb & Gutter, rolled RI· 7 Curb & Gutter, vertical Rl-8 Curb and Gutter, demolition and disposa RI· 9 Curb, extruded asohalt RI -10 Curb, extruded concrete RI -11 Sawcut, asnhalt, 3" denth RI -12 Sawcut, concrete, ner 1" denth Rl-13 Sealant, asohalt RI -14 Shoulder, AC, ( see AC road unit orice Rl-15 Shoulder, aravel, 4" thick RI -16 Sidewalk, 4" thick RI -17 Sidewalk, 4" thick, demolition and dispos RI -18 Sidewalk, 5" thick RI -19 Sidewalk, 5" thick, demolition and dispos RI· 20 Siem, handican RI· 21 Stripim:1, oer stall RI· 22 Stripina, thermoelastic, f for crosswalk) RI· 23 Striping, 4" reflectorized line RI -24 Page 4 of 9 *KCC 27A authorizes only one bond reduction. 04120BQW.xls $ 5.75 SY $ 1.38 SY $ 41.14 SY $ 30.03 LF $ 45.05 LF $ 13.27 LF $ 9.69 LF $ 13.58 LF $ 2.44 LF $ 2.56 LF $ 1.85 LF $ 1.69 LF $ 0.99 LF $ . SY $ 7.53 SY $ 30.52 SY $ 27.73 SY $ 34.94 SY $ 34.65 SY $ 85.28 Each $ 5.82 Each $ 2.38 SF $ 0.25 LF SUBTOTAL - 1275 225 275 120 1615 52,453.50 2,180.25 671.00 4,192.80 403.75 59,901.30 890 11,810.30 206 1,996.14 260 481.00 260 257.40 415 14,500.10 29,044.94 415 5,507.05 5,507.05 Unit prices updated: 02112102 Version: 4/22/02 Report Date: 11/28/07 - --------------Site Improvement Bond Quantity Worksheet --W-1112- ROA'.DfSUR~ACIN-G:L~·~t(4!MRh2'1<~:E5tb~{e'r&i'i_~5~JilP~OOu'rs~)i~~!KCRSfr6f5ifR6"'ck~fi~~S~~l1_~.·;iP~riQU~)~l~~~~:T-i~~fzi,1t~l~,~;!f~ll.c;'l,'qfJ}~fi<~llrilfJ•j .:-!. :t ~ ForKCRS'93,(additional2.5"base)addlRs-11$ 3.60! SY i 2150! ___ 7,740.oo! 17201 _ ~~192001 5951~ 2,142.ool I AC Overlay,1-5" AC I RS -21 $ 7.39 I SY AC Overlay, 2" AC I RS -3 I J 8.75 AC RoadJ', 4" rock, First 2500 SY I RS -41 $ 17.24 AC Road, 2", 4" rock, Qty. over 2500SY I RS -51 $ 13.36 AC Road, 3", 4" rock, First 2500 SY I RS -61 $ 19.69 AC Road~4" rock, Qty. over 2500 SY I RS -71 $ 15.81 AC Road,_[', First 2500 SY I RS -BI $ 14.57 AC Road, 5", Qty_ Over 2500 SY $ 13.94 $ 16.76 $ 16.12 1 9.21 Gravel Road, 4" rock, First 2500 SY $ 11.41 Gravel Road, 4" rock, Q $ 7.53 PCC Road~ no base, over 2500 SY $ 21.51 PCC Road, 6", no base, over 2500 SY $ 21.87 Thickened Ed.9.e $ 6.89 Page 5 of9 SUBTOTAL *KCC 27 A authorizes only one bond reduction. 04120BQW.xls SY SY SY I SY I SY ' SY SY SY SY SY SY SY SY SY LF - I I 17201 21501 42,333.501 50,073.50 22,979.201 5951 29,171.20 7,949.20 10,091.20 Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 11/28107 - --------··------Site Improvement Bond Quantity Worksheet --wllll 111- -~· -,,.,·.~-.---.~· ,...,... • ~c•-=·· '=---•· --~" --"....-:"lliEx"" ·-==>'-'0 -,,,...-• •· ·-·'1p" · · -~,· ~",ii"""'' .. -•.•. -t le' ,-5-•'R·-~·----.-"" •· .. ,. . .--,~~,...---'#"SJ;!j.e§·,,sc':l:!1!"1il!·';,"'i; f",Ji'"""4 "',i ""-~""ll !,;Hi'--.;,,,~~1Sting~--~ s:•~•ciir,uture, .ubllc;.,-~ ,;;c, ~~nvate, • . ~·· f:;j:'--.; onu, euuction""'''),• ~;~-~~~-6'-~;;'Fi'f~ ~. ~t.~!i,~~l~J-::r~ ~~~lrilt~~~t~1 if1\n'!~;.;.,.nts ,",,:·•.j ~~~Qdf:ll ~:"li!,j:)]..\~~,1!',,,jt~,;W'l_;,._~ !'.li;'.t~ ~~ ¥li'<\b'l:!li~·J;,,r;lfJ!j'jlli[~~,i!; l&,Dralna~i,t,eS~l~" . ~~-i,.9!!~a~ ffi-~~'~ <' i\l}t~~~~:r;~cg_;ft~:~:;~~ n-~~ iuiiit1Pric:el1 ~Drliti Jrauant~ ifliiJ~tf.JcOSt~ ;t1auanfr!'t ri:.11w:-'1c0St'ffl~~ :iauani'~ ~;~~cost~~ comp1~ ~~¥c0si~f£!1~ [!_;, .• , '""'I""","""""',·, •..• -..,,:.:,;·,==,,,,&.,s;-.ac&,-'• ''ltr:<"':"""-S"."·~'"ffif."-", 1'>1,t>----« t.:,"cc--if-. c.,~~.i:t"i!l#,it~;tiV,:;1,:~-,',/f,l'f;L'·~-,.-. c,,~,nl.-.J.C,,i:,,;;,,,,,·'!fit,~,Ji:'J~'tt~~t~~--i•; S'.fj>'''f,/~e-_a'C,c':c-3':;,,JHn.J1Jl}'s,tff.ffl.'l'fifW.£:'1l,t::~~t(,~~-r~~£l%'.1' ~~11-~·!["'Jiffl b~INAGE!i(G_P_~~,.gqrt_ug~te_cte_1_a_stiC1RjPei1~1Z~.o~;_E;quiy~ler)t)l~mW";NIJfil{filttiWFcii'iCUIVert·pnces;1;AVerage:ot.~·;cover.,was,asiumedl-'Assufrieflpertarateo:P.c.VCJs'.Sa'me_ rice,asS01id.j)ipe.%~-~c-f~-;t::·,,,,".,J\IMftJJL.:i,;~;j Access Road, RID D -1 $ 16.74 SY 255 __ -~268.70 Bollards-fixed ID-21$ 240.741Eachl I I 21 481.48 Bollards -removable I D -3 I $ 452.34 I Each • ICBs indude frame and lid) CB T"ne I D-4 CBT·-IL D-5 CB T·""e II, 48" diameter D-6 for additional denth over 4' D • 7 CB Tvne II, 54" diameter D-8 for additional dee th over 4' D-9 CB T•me II, 60" diameter D-10 for additional decth over 4' D -11 CB T""e 11, 72" diameter D -12 for additional depth over 4' D -13 Throunh-curb Inlet Framework (Add) D-14 Cleanout, PVC, 4" D-15 Cleanout, PVC, 6" D-16 Cleanout, PVC, 8" D-17 Culvert, PVC, 4" D -18 Culvert, PVC, 6" D -19 Culvert, PVC, 8" D-20 Culvert, PVC, 12" D-21 Culvert, CMP, 8" D-22 Culvert, CMP, 12" D -23 Culvert, CMP, 15" D-24 Culvert, CMP, 18" D-25 Culvert, CMP, 24" D -26 Culvert, CMP, 30" D • 27 Culvert, CMP, 36" D -28 Culvert, CMP, 48" D-29 Culvert, CMP, 60" D-30 Culvert, CMP, 72" D -31 Page 6 of9 "KCC 27A authorizes only one bond reduction. 04120BQW.xls $ 1,257.64 Each I $ 1,433.59 Each $ 2,033.57 Each l $ 436.52 FT I $ 2,192.54 Each $ 486.53 FT $ 2,351.52 Each $ 536.54 FT $ 3,212.64 Each $ 692.21 FT $ 366_09 Each $ 130.55 Each $ 174.90 Each $ 224.19 Each $ 8.64 LF $ 12.60 LF $ 13.33 LF $ 21.77 LF $ 17.25 LF $ 26.45 LF $ 32.73 LF $ 37.74 LF $ 53.33 LF $ 71.45 LF $ 112.11 LF $ 140.83 LF $ 235.45 LF $ 302.58 LF SUBTOTAL 3 1,357.02 3 3,772.92 9 11,318.76 3 6,100.71 3 6,100.71 6 2,619.12 7 3,055.64 12,492.75 26,582.31 22 785 3,847.80 9,891.00 13,738.80 Unit prices updated• 02/12/02 Version: 4/22/02 Report Date• 11/28/07 - -----~e l~ro:mme~o~Q=tit~o~e~ --v.11111: 111- !lf.~"17~~~~~~ r'~~~~ ii:t,~1i~if~~·i•tifi!:~~ ~~~~P,ii~~ ';lfJ ~,'t~~'!~ ~w~i!o~~~~~tW,~~i t{~a~ t. -__ y't1\~~--:s..--'~----~_-:-~~~_:"--_-_:: __ >_~·-~~:_;'=-_.-::_-~c;t_· f_.vil~-~~--~2 rr_.rq~~"'-:~l'.,~_;~-~~-R_·lg_ -~-t~-f_._-:a_~_--_:_¥ ______ -_ ,:_-_~--9§ ~_-_-~_-.:;_-~---?_:"'~---~J_m~f~!;~-·~-~ ""'_ f{_; i~_-_:~~~,P_._,r()Y ___ •_-__ m ___ ~_-~!1:~~~_-·_>_•_-__ ~_!_-_;_-~: -... -_._ ;,'~"~'''~~~ D~l~~GE!CON'l71NUE~~":°':~~ 1E,,i,;;;/~~ ;"'h'}'' l:':~~::'"F~-<£'1c." ~•-;;::-&tD':"in~Fcacmtio~"!li•, ~:;~fll'I ~-~ ~~ Hi'~~~~~-F~ i_.":.No~ ~UmM:?nce~J \IUrnt\tt ~Quant:u~ ~ ,~;:<,cost_.·cc~_,~ -_~Quant:rl !!>~Cost._..,j,~ i'$,Quanb$< ~Cost~~ Complete. -~., -1CO~\~$J~ Culvert, Concrete,8" D-32 $ 21.02 LF Culvert, Concrete, 12" D -33 $ 30.05 LF Culvert, Concrete, 15" 0-34 $ 37.34 LF Culvert, Concrete, 18" D-35 $ 44.51 LF Culvert, Concrete, 24" D -36 $ 61.07 LF Culvert, Concrete, 30" D-37 $ 104.18 LF Culvert, Concrete, 36" D -38 $ 137.63 LF Culvert, Concrete, 42" D -39 $ 158.42 LF Culvert, Concrete, 48" D -40 $ 175.94 LF Culvert,CPP,6" D-41 $ 10.70 LF Culvert, CPP, 8" D -42 $ 16.10 LF Culvert, CPP, 12" D-43 $ 20.70 LF 179 3705.3 1125 23287.5 Culvert, CPP, 15" D -44 $ 23.00 LF Culvert, CPP, 18" D -45 $ 27.60 LF Culvert, CPP, 24" D -46 $ 36.80 LF Culvert, CPP, 30" D -47 $ 48.30 LF Culvert, CPP, 36" D -48 $ 55.20 LF Ditchina D. 49 $ 8.08 CY Flow Disoersal Trench (1,436 base+) D -50 $ 25.99 LF French Drain 13' death) D -51 $ 22.60 LF Geotextile, laid in trench, polvnropvlene D -52 $ 2.40 SY Infiltration oond testina D -53 $ 74.75 HR Mid-tank Access Riser, 48" dia, 6' deeo D -54 $ 1,605.40 Each Pond Overflow Scillwav D -55 $ 14.01 SY - Restrictor/Oil Senarator, 12" D -56 $ 1,045.19 Each Restrictor/Oil Seoarator, 15" D-57 $ 1,095.56 Each 1 1095.56 Restrictor/Oi1Seoarator, 18" D-58 $ 1,146.16 Each Riorao, olaced D -59 $ 39.08 CY 8 312.64 Tank End Reducer (36" diameter) D -60 $ .1,000.50 Each TrashRack,12" D-61 $ 211.97 Each Trash Rack, 15" D -62 $ 237.27 Each Trash Rack, 18" D -63 $ 268.89 Each Trash Rack, 21" D -64 $ 306.84 Each Page 7 of9 "KCC 27A authorizes only one bond reduction. 04120BQW.xls SUBTOTAL 4017.94 24383.06 Unit prices updated: 02/12/02 Version: 4122102 Report Date: 11128107 - -----~e l~ro.:'me~o~Q=tit~orfflie:r' --,.,a.,11- PARKINGU.!OJ;~SllfRFACINGEf~f:~,1!tf!UfitU~(:;:~j,~JFrf~:~~~"i~1~f.fu~~~~~i~i~;Pt~~'.t;if'; ~~t~~-fi!lfli:1tii~~~i~tf:i~~:~~_;<it~i:t;;}i;)~'f~:~~~:~ No. 2·· AC, 2'" top course rock & 4•• borrow I PL -1 I $ 15.84 I SY 2" AC~ 1.5" top course & 2.5" base courl PL -21 $ 17.24 I SY 4" select borrow I PL -3 I $ 4.55 I SY 1.5" to.e_ course rock & 2.5" base course I PL -4 I $ 11.41 I SY ---' ---~ -··--=·-,,,.,,.,.,.,, .... ·,-"'""' ,,. ··•·''[~·· -. ""''':i\l'"'"''"'~-·,,. "ett.""'"'""'" •. ·-,C-c -•-•' -1••7"'',""'~""'~ . •·,•,jt,J!li!-~''~,n~w·• _,. =-•. ~-"''"ill'.''""" ·-•" ... ,,.,.,,..... • =-WRITcE-INlilliEMS~t:-., -J;i,ll:J\.~":t\}"'.t_:·,::~:i~ ::,-~.: ,,10:.tt~fl~~"~-~ -~~.$11:~"'-~ .• ·!l~J"Ji~t-01-trJ:i,1;~~'~ F¥i;:: W~jjtiilm~;:~~·i%!1r~1Ch~~~ ~~4fh~~ -:~\-_,,-.,~!~fuic:ftW.ifr:lDt'FJ;~~:· 'l'.;imt.Jm:f~7·?!J~fl:m:£W•i~'$f,/ (Such as detention/water uali vaults.) No. --·-····-··· ··-·--·· -j Each j j j 1j 311,000.00 Wl-1 Jj ;r Ji; Each Page 8 of 9 Wl-2 SY Wl-3 CY Wl-4 LF Wl-5 FT Wl-6 Wl-7 Wl-8 Wl-9 Wl-10 SUBTOTAL SUBTOTAL (SUM ALL PAGES): 30% CONTINGENCY & MOBILIZATION• GRANDTOTAL: COLUMN: "'KCC 27A authorizes only one bond reduction. 04120BQW.xls 311,000.00 139,080.93 438,459.88 41,724.28 131,537.96 180,805.21 569,997.84 B C 146,702.65 44,010.80 190,713.45 D E Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 11/28/07 - -cm ---fililil ------------Site Improvement Bond Quantity Worksheet Web dale: 11/21/2005 Original bond computations prepared by: Name: Talbot Ridqe Date: 11 /6/07 --- PE Registration Number: Gina R. Brooks, PE #36478 Tel.#: (425)885-7877 Finn Name: Core Desi~ Inc Address: 14711 NE 29th PL, Bellevue WA 98007 Project No: L05P0007 ROAD IMPROVEMENTS & DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND" AMOUNT Stabilization/Erosion Sediment Control (ESC) (A) $ 20,010.5 Existing Right-of-Way Improvements (B) $ 180,805.2 Future Public Road Improvements & Drainage Facilities (C) $ 569,997.8 Private Improvements (D) $ 190,713.4 Calculated Quantity Completed Total Right-of Way and/or Site Restoration Bond"/ .. (First $7,500 of bond* shall be cash.) (A+B) $ 200,815.8 Performance Bond" Amount (A+B+C+D) = TOTAL (T) $ 961,527.0 M1mmum bond* amount 1s $1000. Reduced Performance Bond* Total*** Maintenance/Defect Bond• Total BOND" AMOUNT REQUIRED AT RECORDING OR TEMPORARY OCCUPANCY ••• (E) $ TX 0.30 $ 288,458.1 (T-E) $ 961,527.0 Use larger of Tx30% or {T-E) OR NAME OF PERSON PREPARING BOND• REDUCTION: Gina R. Brooks Date: * NOTE: The word "bond" as used in this document means any financial guarantee acceptable to King County. -NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. PUBLIC ROAD & DRAINAGE MAINTENANCE/DEFECT BOND" (B+C) X 0.25 = $ 187,700.8 11/6/07 The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition, corrective work, both on-and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged, some estimated costs for restoration needs to be reflected in this amount. The 30% contingency ancf mobilization costs are computed in this quantity. -NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (T) or as revised by major design changes. SURETY BOND RIDER NOTE: Ila bond rider is used, minimum additional perfonnance bond shall be l $ 760,711.3 !(C+D)-E REQUIRED BOND· AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 of 9 04120BQW.xls Check out the DOES Web site at www.metrokc.gov/ddes Unit prices updated: 02/12/02 Version: 4122/02 Report Date: 11 /28107 -