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L UA-16-000938 BSP LND-35-001 9 1 ST AM EN DMENT TO VALLEY MEDICAL CENTER N O RTH CAMPUS BIN D ING SITE PLAN LUA-93-108 BSP, LND-35-0007 , VOL 166, PGS 89-93 S E 1/4 & SW 1i 4 OF TH E SE 1 /4 OF S E CTI O N 30, AND NE 1/4 & NW 1/4 OF THE NE 1/4 O F SECTION 3 1 , TOWNSH IP 23 NORT H, RANGE 5 EAST , WM . ~1 s~1:;1 Fi<t.f. COt;S~fJ( S\.ll.TI:M[tH M,J DlCICATION It< ,[[ '.,,d..tl-'LC: iOtJ!. ltiC ,~.LO~~L-- KltiC_J~Ql .. lli.:tu.lt:t:hBJ~~S.~ i '•At..1"~[0 1,/;lJ Al':~~·,>\'[!) 1!-11:, ___ , i'Ai •",f --····-7() ___ _ ~-,~:: ,:.;u:i1 1 l)[PUIY Yll·<C C•Jl.iNJ'f ,\$':>ES ~;(.;R ,:.,,,;_:,_Jtdl:Jt,l..;i· f!~l~l(~ . .JilUll~ 1 hf.R[U r O.:Ctl!1t·) ;,,,,: ;,u ;>R(>"tkl Y ill if•; :"<L f•A;D. Th :,t f,il(S[ l,"<f. NO Of..lt,C•.ll{I .,,EI A•. A5Sl:,~MU, lS rn~TlrH:D :c. .. IMI';, orr,,,i:· f 'lr: CG!..1..fCTli.)N AND Th.\"I Al~ 5Ph ,,4,1 ... :::~(.S '.'>tJ;:1,1:, 1.[Rni-:i_[; re, n-;;s i'.·i·~,c ~. f"(JR t'l.\l.L(CT:GN 0 "1 ll'•H OF Ti![ ,~ROf-ERT'l •1t.Rfl'l (.i)Nfl'"lfC. 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P.~.tll("t/G ~:,it., iMPR O'~f.Vf.NT5 LOCATt.U ON S AID f~AR.:10.L 8 PARCEL 11: n-,E 9U!I_L)!UC At,lf; :,,p..,f<o·~i::MUH': 1,,){'A;[J c+: T~I:: rou:;Y..lU(: DESCR!£.<[Ci ?.t..R('[L i'r.RU:.L 6 01-· VA~:..D l.l t:.Dlf..,t.L s;[NT(;i N:".P.lH -::A •ff'VS 3,t;:"l:r.c ~-11 [ Pi.AN NV. LUA ··-lU·-H1il fi"·P l i~D --Jt,-(:iJ07 R•S.OfW(O •Ii ilOi..UI.•£ 1.;f Al >'.V~E~ ij~ THR OUGH qJ, 1t lCLUS!VL IN ~'I NG CCUNf f, n'A~;HJ~i,,Ti)t-; COVER SH EET . U) 0 a: z lli -z g ~I ~"" zw -__J i5 ;;; I-0 I <6 U) ~ 5 ~~ w ~ H 0 > , .. ~ a: er: ~:.. :i ~ ;g en D §1 ::) 2 Ni{) m5 «<Ui z '.) o._ w I-- iii Cl z 15 z in ~\ ._; i'j l -, ,;; -( ... ', -;..: '-1 m t l ~l i ~~;1:~ ss:~ ~&i~ ~'~25 >·· ;-we; z __ 1 ,-_-,41 ~tj-il: " w ~/': i 1"' ~ 't i:~:: ; ~ j if >i;; I 0 t ~ &!g5 l .! 0: '·'o ~1 '• t'5 ~i ~ ~· I; ~ ~] ;: ~~i: g ~[) ~ ' ill >a: ~-~'.:'. ~ J !'., 0 ,•a, ' 1\ ~ ~ ~t 2;: ~:I ~ ;~;d ' ,:! ;!t.)f:~ ~ ti ~ ~ ,. ti I--0 .... < V ~ r~i ~·~~ ffi r ;: ~ 0 -::: ,-. ,-~ i ~[: o :~ I" W er 8 er r ,r. ? ~j ~ i It H1 I.~· ·- 1: \F.< I I~. I) i;\ i LUA-16-000938 BSP LND-35 -0019 CURVE TABLE CURVE c, C2 CJ C< C5 C6 C7 CB c, C10 I I f r: ~ RADIU S 389.00' 289.00' 311.00' 4 7.50' 589.00' 589.00' 289.00' 25.()()' 72.00' 72.00' NEW LOT 8 PARKING GARAGE 'T .0 8 NEW ~ ~~ LOTLIN~ ~ ~ 1'I ?t--~c£.\.. G° ~ 59 ~ , 215.14' ! • ' --soo·s5·53"w ~ "''LOT LINE ~ TO BE REMOVED DELTA 13'02'35" 810'58. 4"54'24· SJ'1s·2r .,1·,r 6"54'5J" 11'5::3'50" 9 1'00'10" 1sur20· 29'06'11 · ~ _ 61.95' 1 1 I t\\) ~ 'i(£.'1'~£,tl'I' I ~" ;:; I N1o'S6·J2"r "' 3(19.J7' ~-i \\B,n02\od\OD\20 16\201600S\SLJRVEY1NG\DWG\)(S·BS/>·06.Gwg. 5/23/2017 2.SJ:4) PM. i.ylors. DWG To PDf.p,;.3 l.ENGT>< 88.55' 41.27' 26 .63' 69.04' 43.05' 71.08' 60.01' 39.7 1' 1j,9()' 36.57' 1 ST AMENDMENT TO VALLEY M EDICAL CENTER NORTH CAMPUS BINDING SITE PLAN LUA-93-108 BSP, LND-35-0007, VOL 166, PGS 89-93 SE 1 /4 & SW 1 /4 OF T HE SE 1 /4 OF SECTI ON 30, AND N E 1 /4 & NW 1 /4 OF THE N E 1 /4 OF SECTION 31, TOWNSHIP 23 NORTH, RANGE 5 EAST, W .M . C ITY OF RENTON, KING COUNTY, WASHINGTON LINE TABLE LINE OIRECTlON DISTANCE L1 N89'0J'oe·w 10.89' L2 N00"5J'38.E 122.40' Ll N89'03'08"W 60.70' L< N69'03'08"W 80.69' LS N01"23'51"E 0.37' L6 N56'06'41 "W 41 .80' L7 N21"28'14"E 50.4-9' LB N68"28'40"W 8.60' L9 N21·31·20·E 27.50' uo N68'28'40"W 113.40' MON UM(NT I L11 NJ1'l6'29"W 4-4-.17' IN CAS[ VISITED L12 N68'28'40"W 104-.67' 08/2003 UJ N21 '31"20•E n.40' L14 N20"0J'16"W 66.30' L15 N68'28'40"W 60.00' L16 N21 'J1'20"W 5.50' L17 N68'28'40·w 158.00' UB N68'29'59"W 111.00' '--P.-1..:16 •8' ~~<''.Jo~-... .. , ~1J".;C'4g· ~--... -. ..... -... ~f ,._ -... t,.;:;;~~/;a~\ ::,o ;, LINE L19 L20 l21 L22 L2J L24 L25 L26 L27 L2B L29 LJG LJ1 LJ2 LJJ LJ4 LJ5 LJB LJ7 LlB LJ9 L40 L41 L42 ----··--· DIRECTION N21"J0'01"E N68"29'59"W N6J'08'15•E N2 0'08'12"W N68"29'59•w N21"26'48"E N68'"JJ'1rw N21"26'<ta "E N68'"33'12"W N67"53'4-4-"W N21"27'38"E N68'01'05.W N21"41'15"E N68"36'12•w N21'25'59"E N66'"JJ'l 6•w N21"J0'01"E N67"5J'-H"W N07'0-4 '10"W N02"52'5J"W NOHl2'00"E N66'29"10"'W N20"J0"40"E N68'29'10"W R:800.00 6a-1 410'JY L=1 97.93" DISTANCE 10.55' 2.l.94' 47.50' 47.50' 15.9 4' 6.19' 131.00' 37.00' 79.00' 51 .79' 158.17' 121.10' 6.07' 121 .9 1' 6.18' 208.30' 76.07' 36.27' 67.31' 155.18' 82.60' 72.88' 127.58' 128.59' FOU ND BRASS ROO IN CASE CIT Y OF RENlON CONTROt. POINT NO. 1229 NORTH ING: 16).956.15 EASTING : 1,299,050.25 . "' () a: z tJj ;~ 1 st -.z ~~ rn a i; ~ ('J z I ~ zw -...J ' 6 ~ ·- t--0 w gl ,_ I'"' ~ w <( a, w o6 ~ e <.> o r ~§ (/) , (/) oo w >-wr 0 ~ ~: a: a: ~~~ _::J ~g~ I UJ rn o 8::i~ :,; (/) ~ :> 2 Nll>O> Q ~ ~ ID :5 ;:.- <t~li >' a, ~ ~ <( " " z ::i a. ~ en ('J z i5 z iii oc>-~~~ ~t;;~ i~* ~~~ wr . ::>>-z :::io >-o,_ Wv,z ::lo~ ~~ :;;;~J;----------~----_--''-----! __ VISITED 08/2003 + L•+s.16' No s ·os·i!rr-8Q4J ;-J I I BASIS OF B(AR!NG 0 lN CASE. DOWN 1.1' CITY Of RE N TO N H FOUND BR ASS ROD NEW . 1r RIGHT Of WAY DEDICATION CONIROl POINT NO. 1227 CO-GENERATION BUILDING LOT UN£ \ ~ (SEE NOTE. P ACE I) NORTHI NG: 163,15506 \"' t,.~C£.\., ~ I G.:j ~ ~ EAS1t~~/Ti~9g89;2~~~ ~,,'!)6'(µ-W, NORTH RAM P SR 167 lOtoQ"ti.O~.._!G\\lofW/1,.'il 3: I I.U Ll.i 3: ,. I I ~q ~ -°1 .~ V)V)i'.3~ fr _; ~§s~ ZI ! ~~£~ : ~I V) ~ ~ I J R•19.00 b-21'"3/06" ~ FOUN D r BRASS DISC N88"08'04"W IN CASE, DO WN 1.0· 5-4 00' CITY OF RENTON • COORD INATE SYSTE M R•14.00' NOR THI NG: 163.974.43 t,.8"\2'-48" EASTING: 1.298.666.96 L•2.01' VISITE D 08/2003 ~ 100 0 50 100 12" RIGH T Of" WA Y DE DICATION (S(E NOTE , PAC( 1) lll ell' I I LEGENO NEW LOT 1 "'" NEW LOT NUMBER (TYP) (LOT 2) = OLD LOT NU MBER (TYP) ( D! FEET ) 1 inch -100 ft. LOT LAYOUT ~ ' m ' / . ~ 5' ~ I ? I ~ i ~ LUA-1 6 -000938 BSP LND -35-0019 (.\,o"i \:11 MULTI-LEVEL PARKING GARAGE 'l{t,,,:v-1<\) vs£.'l<l"i<,,; 1 ST AMENDMENT TO VALLEY MEDICAL CENTER NORTH CAMPUS BINDING SITE PLAN LUA-93-108 BSP, LND-35-0007, VOL 166, PGS 89-93 SE 1/4 & SW 1/4 OF THE SE 1/4 OF SECTION 30 , A ND N E 1/4 & NW 1/4 OF TH E N E 1/4 OF SECTION 31 , TOWNSH IP 23 NORTH, RANGE 5 EAST, W .M. CITY OF RENTON , KING COUNTY, WASHINGTON NORTH RAMP SR 167 loE.OIC",tofl-l'uC"l(,,l-flOf"""'f\ I I I I I I I 12" RIGH T OF WA Y DEDICATION (SEE NOTE, PAGE 1) j::" > t:; "' ~ I ~ ~ ~ 0 V'I V, t'5 1-- ~§fa~ ; ~ e. ~ I vi~ ~ ii 58' / .. I I I I ,,,._________VARIABLE f WIOTl, ROW 12' RIGHT OF WAY DEDICATION (SEE NOTE, PAGE 1) • U) 0 a: z ll:l ~§ )g 1 ,q--_z "' oo a ~1 0 Cl z 0 ~ l:5 zw ~! ~ 0 --' II "' 6~ ';... .., 0 1--0 ~ z .... I .i w <C ID w o6 ~ ~g u O I V> ~ V> 0~ w' Ww ~i 0> rr: a: ""'~ _:::, i"iij I Ul 8~g U) 0 N~i ::, V> "' ::iz s f!c ~ CD :3 ~ \(illi ;.: ;.: ID ID ~ "' i,J I <( 0 u 0 <( "' z z 0 o:>- :5 iera zo: Q. w w o.,:..· _,w t: <Cw U) uf!c Cl 8(/) ::>0 z "' >-"' 0 w~ z :h <C >-iii >::, 0 V> 0 ~ ~ 100 O 50 100 .. --I I J ( IN FEET ) 1i.nch -100ft. ~I EXISTING PARKING & ROAD LAYOUT I \\BrnOZ\ti,d\CJD\2016\2016005\SUIW EY!NG\DWG\XS-BSP-06.dwg, 5/23/2017 2:54:08 PM, tlylOf'S, DWG To PDf.pc3 ~ ' m ' / . ~ t ? ~ i i ;': 0 c:'. LUA-1 6 -000938 BSP LND-35 -0019 100 ' - 1----'W\/l(l'. ~!;!! Vj:iVl~0 O o..:r;Z 1~;~~ w •< ac'z w a:5 0 5 1-w i-- l <;:r::~z ~ii;: ox i-->--J:w ~grn ~*~~~ w .. a,:O ;3~~t;;if 00 0 za_ ~~~:i ::[~~ itz~Vjb 0 ~ 0 50 -.. : ( IN r,:..-r ) 1 lnc b -100 fl ~ ~ 100 ' \'it.'lv"U vs""'"""' I/ It It I/ It ----L It --/j_ --1R~c'1 ~ 1 ST AMENDMENT TO VAL LEY MEDICAL CENTER NORTH CAMPUS B INDING S ITE PLAN LUA-93-108 BSP , LND-35-0007 , VOL 166 , PGS 89-93 • U) 0 ffi ·~ ~ ~ ;2 S E 1/4 & SW 1 /4 OF THE SE 1/4 O F SECTION 30 , A ND N E 1 /4 & NW 1/4 OF T H E N E 1/4 OF SECTION 31, TOWNSHIP 23 NORTH, RANGE 5 EAST , W .M . w a ~~ ~ m ~~ CITY OF RENTON, KING COUNTY, WASH INGTON ADDITIONAL EASE•rnrs, I ~ -~ ELECTR ICAL EASEMENT REC. NO. 6611-45 REC. NO. 11 03039: ELECTRICAL EASEMENT, BLANKET IN NATURE REC. NO. 2794913 : SLOPE EASD.4ENT, COULD NOT BE PLOTIED DUE TO LACK Of' D0.4ENSJ0NS Gl\t[N REC. NO. 6533037: COv£NANTS, CONDITIONS, RESlRICTIONS AND /OR EASEMEN TS, BEST COP Y IS UNREAD ABLE REC. NO. 661144: a.£CTRICAL EASEMENT, LEGIBLE COPY OF RECORD WAS UNAVAI LABLE REC. NO. 661145: ELECTRICAL EASEMENT, LEGIBL.f COPY Of RECORD WAS UN AVAILABLE REC. NO. 76011 20549: ELEClRICAL EASEMENT, NOW LOC ATED IN TH E RIGHT OF WAY REC. NO. 7908200611: ACCESS EASEMENT. BLANKET IN NATIJRE REC. NO. 820 11 20257: MINERAL EASEMENT, BLANKET 1N NATURE REC. NO. 8905191454: UTILITY EASE MENT, NOTHIN G PlOTTABl.£ JN THE DOCUMEN T REC. NO. 8 905191 .. 5 5: COVENAN TS, CONDITIONS, RES1R1Cl10NS AND /OR EASEMENTS, NOTHING PLOTIABLE IN DOCUMENT REC. NO. 9205140426: UTILITY, PARKING ANO ACCESS EASEMENT, NOTHIN G PLOTIABLE IN THE DOCUMENT REC. NO. 2016091000747: AMENDMENT TO DECLARATION or EASEMENTS ANO UTILITY SERVlCES AGREEMENT (INCLUDES STORM DR AIN AGE EASEMENT, BlANKET IN NAnJRE) ELECTRICAL EASEMENTS REC . NO. 8104160537 & 8804040492 R=-800.00 6==14 "10'33" L=197.9J' R-JS.00 6-78"'50'39" L--48.16' ELECTRIC AL EASE MENT REC. NO. 8804040492 0 <". I-0 :i:"' aa ~ t; C O O ~g W )-w~ 0 ~ ~: a: a:: ~3:'." 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DWG To ?Of.pd DEPARTMENT OF COMMUNITY AND ECONOMIC DEVELOPMENT ENVIRONMENTAL REVIEW COMMITIEE REPORT ERC MEETING DATE: Project Name; Project Number; Project Manager; Owner; Applicant/Contact: Project Location : Project Summary: Site Area; STAFF RECOMMENDATION: March 6, 2017 Sediment Deposition Mitigation LUA16 -000977, ECF, SM Clark H. Close, Senior Planner Lake Houses at Eagle Cove, P.O. Box 359, Renton, WA 98057 Michael Lloyd, Lloyd & Associates, Inc., 255 Camaloch Dr, Camano Island, WA, 98282 3905, 3907, 3909 and 3979 Lake Washington Blvd N, Renton, WA 98056 and 4011 Wells Ave N, Renton, WA 98056 The applicant is requesting approval of a Shoreline Substantial Development Permit, a Hearing Examiner Special Fill and Grade Permit and Environmental (SEPAi Review to continue periodic dredging of Lake Washington near the May Creek Delta because of soil and sediment accumulation for a period of 10 years. In recent history, the area was dredged in 1994, 1997, 2001/2002, and 2011. The proposed dredging project is estimated to be required every 3-5 years to maintain and preserve navigational access to the boathouse, shared use dock, and recreational access to Lake Washington for four (4) single-family residences (Lake Houses at Eagle Cove). Approximately 2,500 to 4,000 CY would be dredged during each dredging event. The proposed project site is located from 3905 Lake Washington Blvd N to the boat house just north of 3979 Lake Washington Blvd N (APN 's 3342700011, -0009, -0007, -0005, and 0518501150) in Renton, WA. The parcels are zoned Residential-6 (R-6) and Residential -10 (R-10). The dredging and mitigation work is anticipated to be conducted in two phases, beginning in 2017. 91,000 SF (2.09 acres) Proposed New Bldg. Areas (footprint): N/A Proposed New Bldg. Area (Gross): N/A Staff Recommends that the Environmental Review Committee issue a Determination of Nonsignificance -Mitigated (DNS-M). Project Location Map City of Renton Department of Community & Economic Development SEDIMENT DEPOSITION MITIGATION Report of March 6, 2017 PART ONE : PROJECT DESCRIPTION/ BACKGROUND Environm en tal Review Committee Report LUA16-000977, ECF, SM Page 2 of 8 The applicant is requesting Shoreline Substantial Development Permit, a Hearing Examin er Special Fill and Grade Permit and Environmental (SEPA) Review to continue periodic dredging of Lake Washington in the vicinity of the May Creek Delta as a result of soil and sediment accumulation. Lake Wa shington is the second largest natural lake in the State of Washington with 80 miles of shoreline. Lake Washington is a shoreline of Statewide Significance and is classified as a Type-S waterbody. The project area includes five waterfront lots in the Eagle Cove area of Lake Washington at 3905 , 3907, 3909 and 3979 Lake Washington Blvd N, Renton, WA 98056 and 4011 Wells Ave N, Renton , WA 98056 (King County Assessor's Parcel Nos . 3342700011, -0009, - 0007 , -0005 , and 0518501150, "Subject Property"). The subject property is located just south of Barbee Mill townhouse development within the within the NW X of Sections 32 , Township 24 North, Range 05 East, W .M . King County, Washington and has been dredged for many decades (Exhibits 2). According to the Biological As sess ment, dredging of the May Creek Delta and boathouse area has occurred for over 50 years on a 3-to 4-year cycle (Exhibit 12). Most recently, the area was dredged in 1994, 1997, 2001/2002 and 2011 due in part to high sediment loading, lack of large woody debris (LWD), lo ss of habitat complexity, forest removal, presence of rock quarries, and the expansion of road networks in the lower four (4) miles of May Creek watershed. A portion of the Barbee Boathou se Navigational Dredge area was last dredged in 2011, concurrent with boathouse renovations under U.S. Army Corps of Engineer (USACE) Permit Reference IINWS-2007-1019 (Exhibits 3 and 17). As permitted by USACE, the applicant is proposing to dredge the permitted profile approved by USACE which would need to be amended to conform to the proposed City of Renton Grade and Fill Permit (Exhibit 18). The propose d profile is not anticipated to reach depths that would encounter se diments that are older than dredging work completed in 2011 or in previous dredging events. The applicant is proposing to not dredge to depths that ar e at or below 10 to 12 feet in elevation. In 2002, the depth at the western edge of the dredge footprint was approximately 15-20 feet deep , well below proposed dredge profile. In 2005, for exa mple, the water depth at the Eagle Roost (also period ically referred to the Osprey Nest) was approximately 10 feet. Per the Sediment Sampling and Analytical Results (Exhibit 9), there has been over 10 feet of depositional infill from ongoing erosional events since 2005 with volume s of material deposited in Lake Washington at the May Creek Delta estimated at 25 ,000 cubic yards or higher. The Renton Environmental Review Committee (ERC) issued a threshold Determination of Non -Significance- Mitigated with Mitigation Measures for dredging of May Creek Delta to remove coarse sands (SP -MP) grading to gravels in closer proximity to the mouth of May Creek (Exhibit 4). Sediments distal to May Creek tend to be finer materials and some silt. Within the May Cre ek delta, larger rocks and gravels tend to predominate. The dredging permitted under LUAOS -138, SP, ECF was issu ed on March 14, 2006 for approximately 55,000 square feet or approxim ately 3,000 to 4,000 cubic yards of coarse sand and gravel to be dredged every 3 to 4 years for a 10-year period . Subsequently in 2016, the site received a shoreline exemption permit for environmental enhancements and mitigation measures arising from state and federal permitting requiremen ts to improve near-shore shallow water habitat. The approved enhancements included the following: replacement of a solid float with a high light-transmission grated float, extraction of treated and untreated wood piles, replacement of wood piles with four galvani zed pipe pile s, removal of several large angular rocks at base of basaltic columnar rockery, and placement of approximately 20 cubic yards of rounded river rock at the rockery. These environmental enhancements were in response to approval of the 10-year Shoreline Substantial Development Permit for dredging the mouth of May Creek (Exhibit 5). North of the former Barbee Mill facility (approximately 2,000 ft), is Quendall Terminals (a superfund site). Primary contaminants at this site are creosote residues (PAH compounds) and petroleum hydrocarbons. Barbee Lumber Mill operations occurred north of the May Creek Delta, and south of Quendall Terminals . Lumber mill operations w ere essentially shut down in 1999 . The boathouse area has been periodically dredged since the ERC Rep ort City of Renton Department of Community & Economic Development SEDIMENT DEPOSITION MIT/GA T/ON Environmental Review Committee Report WA16-000977, ECF, SM Report of March 6, 2017 Page 3 of 8 early 1950's to maintain navigational access to the boathouse. There is no record of spills or other discharges impacting sediments in the proposed dredge area although low levels of petroleum hydrocarbons were detected during sampling and chemical analysis in 2008. Sediments in the proposed dredge area arise principally from deposition during severe storm events (high energy) when sediment loadings carried from the May Valley Drainage Basin are substantial. Following notification of application, the Muckleshoot Indian Tribe Fisheries Division provided several questions and comments regarding the application (Exhibit 14). The project was placed on-hold (Exhibit 15) and the applicant was able to respond to the on-hold letter and the initial comments and questions that were raised during the public comment period (Exhibit 16). The properties have a Comprehensive Plan land use designation of Residential High Density (RHD) and Residential Medium Density (RMD) and a zoning designation of Residential -10 (R-10) and Residential-6 (R-6) and are located along the waterfront of Lake Washington. The applicant is proposing to dredge depositional sediments that have infilled the navigational access to the boathouse. The Barbee Company has secured all permits to dredge the area from the USACE and is currently updating permits from state and local jurisdictions. The land surrounding the site is zoned R-10 to the north, R-6 to the east and south, and Lake Washington is located to the west. PART TWO: ENVIRONMENTAL REVIEW In compliance with RCW 43.ZlC.240, the following environmental (SEPA) review addresses only those project impacts that are not adequately addressed under existing development standards and environmental regulations. A. Environmental Threshold Recommendation Based on analysis of probable impacts from the proposal, staff recommends that the Responsible Officials: Issue a DNS-M with a 14-day Appeal Period. B. Mitigation Measures C. 1. The Sediment Deposition Mitigation project shall be required to comply with the environmental protection and enhancement measures found in the Lake Study prepared by Meridian Environmental, Inc. (dated December 23, 2016) or updated report submitted at a later date. 2. The Sediment Deposition Mitigation project shall be required to comply with the conservation measures found in the Biological Assessment prepared by Meridian Environmental, Inc. (dated August 27, 2012). Exhibits Exhibit 1 Exhibit 2 Exhibit 3 Exhibit 4 Exhibit 5 Exhibit 6 Exhibit 7 Exhibit 8 Exhibit 9 Exhibit 10 ERC Report Neighborhood Detail Map U. S. Army Corps of Engineer (USACE) Permit NWS-2007-1019 Lake Washington/May Creek Dredging DNS-M, LUAOS-138, SP, ECF Barbee Maintenance Dredging Mitigation Shoreline Exemption, LUA16-000388, SME Existing Lake bed Contours (surveyed date July 2016) Proposed Dredging Contours and Cross Sections (Al-AZ and Bl-B-2) Mitigation -Large Wood Debris Sediment Sampling and Analytical Results Report (revised date December 12, 2016) Geotechnical Design Parameters for Anchor Piles prepared by Geotech Consultants, Inc. (dated January 10, 2010) ERC Report City of Renton Department of Community & Economic Development SEDIMENT DEPOSITION MITIGATION Report of March 6, 2017 Environmental Review Committee Report LUA16-000977, ECF, SM Page 4of8 Exhibit 11 Geotechnical Observations during Pile Installation prepared by Geotech Consultants, Inc. (dated August 9, 2011) Exhibit 12 Biological Assessment prepared by Meridian Environmental, Inc. (dated August 27, 2012) Exhibit 13 Lake Study prepared by Meridian Environmental, Inc. (dated December 23, 2016) Exhibit 14 Muckleshoot Indian Tribe Fisheries Division Comments: Walter Exhibit 15 Staff Response to Muckleshoot Indian Tribe Fisheries Division Exhibit 16 Applicant's Response to On-Hold Letter Exhibit 17 U.S. Army Corps of Engineers Comments: White Exhibit 18 U.S. Army Corps of Engineers Response Letter Exhibit 19 Construction Mitigation Description Exhibit 20 Advisory Notes to Applicant D. Environmental Impacts The Proposal was circulated and reviewed by various City Departments and Divisions to determine whether the applicant has adequately identified and addressed environmental impacts anticipated to occur in conjunction with the proposed development. Staff reviewers have identified that the proposal is likely to have the following probable impacts: 1. Earth Impacts: The applicant submitted a Sediment Sampling and Analytical Results Report (revised date December 12, 2016; Exhibit 9) along with Geotechnical Design Parameters for Anchor Piles prepared by Geotech Consultants, Inc. (dated January 10, 2010; Exhibit 10) and Geotechnical Observations during Pile Installation prepared by Geotech Consultants, Inc. (dated August 9, 2011; Exhibit 11). This full report provided results of sediment sampling and chemical testing of sediments (mostly fine to medium sand of recent depositional origin) in conjunction with proposed maintenance dredging. The sampling and analysis program was conducted to chemical collect data regarding the levels of contamination that may or may not be present within sediments of the permitted dredge area and to assess the suitability of dredged materials for disposal. The Sediment Report found that the detected chemical contamination in the permitted dredge area to be very limited or below Dredge Material Management Program (DMMP) fresh water and marine screening levels. The results of the report indicated some motor oil range petroleum hydrocarbon detected at 39 mg/kg (dry basis), diesel range petroleum product detected in the composite sample at 8.3 mg/kg (dry basis), and traces of Polynuclear Aromatic Hydrocarbons (PAHs). For example, benzo(a)pyrene was detected at 24 ug/Kg (dry basis). The Sediment Sampling and Analytical Results Report concludes that based on Analytical Testing Data and Screening Level comparisons, sediments proposed to be dredged at the project site were found to be suitable for open-water disposal. The applicant stated that the purpose of the proposed dredging project is to dredge the least amount of depositional material possible to maintain navigational and recreational access, not to restore historical lakebed elevations in Lake Washington (Exhibit 6). While as the same time, demonstrate that the proposed modifications would result in no net loss, meaning the applicant must demonstrate that the modifications, combined with any mitigation efforts, would result in equivalent or better protection of shoreline functions. Based on current bathymetry, the applicant is proposing to dredge approximately 2,500 to 4,000 cubic yards of sediment during each dredging event (Exhibit 7). The applicant has requested a 10-year permit to conduct Sediment Deposition Mitigation dredging. The first phase would be completed in the summer of 2017 and would include approximately 2,500 to 2,700 cubic yard of dredged material, based on 2016 hydrographic ERC Report City of Renton Department of Community & Economic Development SEDIMENT DEPOSITION MITIGATION Environmental Review Committee Report WA16-000977, ECF, SM Report of March 6, 2017 Page 5 of 8 data, and environmental enhancement work as dredging mitigation. The second phase of sediment mitigation dredging is anticipated to begin within the next 5 years of the requested 10-year permit. Because of weather, particularly severe storm events, and unpredictable deposition patterns, there is a potential for a third dredging event. A ten-year permit was requested by the applicant due to anticipated sediment deposition from May Creek Valley as a result of upstream erosion caused by severe storm event (high energy). At the completion of the amended USACE permit, which runs until February 5, 2026, a hydrographic survey would be conducted by the applicant for post-dredge survey results (Exhibit 3). According the Sediment Sampling and Analytical Results Report, the parcels that have received the most depositional infill sediments offine to medium sands with some gravel (identified as well draining fill material) in recent years were 3979 Lake Washington Blvd N (Lot A) and a major portion of3909 Lake Washington Blvd N (Lot B). Finer sediments were identified as unsuitable for shallow water fish habitat enhancement along the rockery to the immediate south. 3907 Lake Washington Blvd N (Lot C) and 3905 Lake Washington Blvd N (Lot D) were not impacted to an extent that dredging would be required in 2017. Likewise, it is anticipated that 4011 Wells Ave N (boathouse property) would also not require a lot of sediment removal in the near term. The applicant has indicated that the sediment deposition from the May Valley is a dynamic process and estimating future sediment loadings by parcel is not possible given the unknowns of weather, sediment deposition rates, deposition directions and locations, as well as estimating the effectiveness of proposed measures to mitigate deposition. The focus of the proposed dredging project is to mitigate sediment deposition in 2017 and restore navigational access in the northern portion of the subject property. The applicant is proposing to dredge from deeper water to more shallow water to provide access for barge mounted equipment. At no time would dredging occur from the land with the potential for "spill over" to the May Creek Delta parcel. The applicant is proposing to leave an approximately 4 to 6 feet wide shelf from the northern property line of Lot A which would not be dredged. This area is being set aside for environmental enhancement/mitigation to provide a base to install root wads (Exhibit 8). Environmental Enhancement and mitigation measures for the proposed project, arise from existing state and federal permitting requirements to improve near-shore shallow water habitat work through the various shoreline permits, including USACE Permit Reference #NWS-2007-1019 (Exhibit 3), Lake Washington/May Creek Dredging DNS-M, LUA05-138, SP, ECF (Exhibit 4) and Barbee Maintenance Dredging Mitigation Shoreline Exemption, LUA16-000388, SME (Exhibit 5). A few of the mitigation measures included, but were not limited to, the following: Placement of 20 cubic yards of rounded river rock ("fish rock") along the rockery as well as several yards of fish rock adjacent to the boat ramp on Lot A to enhance the near shore shallow water habitat with more fish friendly materials; Replacement of a 150-foot long solid wood float with a single 40-foot long grated float that maximizes light transmission to the shallow water habitat; Replacement of three (3) failing creosote and rotted untreated wood piles securing the old float with two 10" galvanized steel pipe piles; and Removal of wood and metal debris and rotting wood/leaf debris that depletes dissolved oxygen in the water column. Shoreline enhancement for near shore planting was completed in previous years, prior to 2011. According to the Lake Study (Exhibit 13), the proposed project would involve amending the current Corps programmatic permit to allow dredging of up to an additional 4,000 cubic yards of sediment in an area located adjacent to the existing permitted dredge prism (Exhibit 6). Dredging to achieve the desired navigational depth profile would deepen the expanded dredge prism by approximately 10 feet (Exhibit 7). ERCReport City of Renton Department of Community & Economic Development SEDIMENT DEPOSITION MITIGATION Report of March 6, 2017 Environmental Review Committee Report WA16-000977, ECF, SM Page 6 of 8 This expansion of the dredge prism would align it with the existing property and inner harbor lines, facilitate safe navigational access to the boathouse, and promote future recreational uses. The applicant is proposing three potential options for handling the dredged material: Option 1: Off-loading at the boat ramp on Lot A and trucking the materials off-site. Sediments would be placed on a flat barge and allowed to "dry" to the extent that water would not leak during transit. If "free" water is observed, then trucks would be lined to eliminate drippage. This option would require haul routes through Barbee Mill which would disturb residents more than other options. Dry sediments would be hauled off-site for sale or other beneficial use. Option 2: Off-loading the barge at a site on Lake Washington or Lake Union (TBD). Clean sediments would be dredged to a barge and off-loaded to another site on Lake Washington. It may be beneficial for other receiving site to obtain clean sands. Option 3: Open water, ocean disposal. Ocean disposal is an option for receiving clean sediments from the project site at the Puget Sound Open Disposal site. Additional sediment sampling may be necessary to meet USACE requirements for ocean disposal. If either Option 1 or Option 2 is implemented for handling sediments, a detailed Traffic Control Plan would need to be submitted and approved by the City of Renton prior to the start of construction. Construction hours would be in accordance with City Standards. The 2016 Lake Study included seven environmental protection and enhancement measures for the sediment deposition mitigation project. Staff recommends a SEPA mitigation measure that the applicant shall comply with the environmental protection and enhancement measures found in the Lake Study prepared by Meridian Environmental, Inc. (dated December 23, 2016) or updated report submitted at a later date. Mitigation Measures: The Sediment Deposition Mitigation project shall be required to comply with the environmental protection and enhancement measures found in the Lake Study prepared by Meridian Environmental, Inc. (dated December 23, 2016) or updated report submitted at a later date. Nexus: State Environmental Policy Act (SEPA) Environmental Review, RMC 4-3-050 Critical Areas Regulations, RMC 4-3-090 Shoreline Master Program Regulations, and RMC 4-4-060 Grading, Excavation and Mining Regulations. 2. Air Impacts: It is anticipated that some temporary adverse air quality impacts associated with the dredging of the subject property and relocation of the dredge spoils would occur. Diesel exhaust emissions from the heavy dredging equipment and large vehicles needed to transport the material will be a source of air pollution. Maintenance of the equipment to meet State and Federal air quality requirements would serve to mitigate the potential adverse impacts. No further site specific mitigation for the identified impacts from typical vehicle and construction exhaust is required. Mitigation Measures: No further mitigation recommended. Nexus: N/A 3. Water a. Surface Water Impacts: The project site is located and composed of aquatic lands in Lake Washington. The proposed dredging near May Creek in Lake Washington and the installation of LWD could have some short-term adverse impacts. The dredging itself would stir-up some sediment in the water but the sediments should settle out of the water fairly quickly after the dredging has been completed. According to the applicant, dredge work would require approximately 80 hours over a 10 day period. ERCReport Oty of Renton Department of Community & Economic Development SEDIMENT DEPOSITION MITIGATION Report of March 6, 2017 Environmental Review Committee Report WA16-000977, ECF, SM Page 7 of 8 The applicant is proposing minimization techniques, such as lining the perimeter of the barge with hay bales wrapped with filter fabric to prevent dredge material from entering Lake Washington, where it could cause turbidity. Dredging would only be conducted during National Marine Fisheries Service (NMFS) approved July 16-September 15 work window by avoiding work during the rainy season. In addition, the Lake Study is also proposing to avoid dredging along shoreline slopes and shallow water habitat along the shoreline north of the dredging zone to protect near-shore habitat that may be used by rearing Chinook salmon and enhance the north end of the project boundary through the placement of LWD (approximately five to ten rootwads). According to the applicant, the LWD would serve to improve aquatic habitat, help stabilize the shoreline, and facilitate sediment deposition to reduce the need for future maintenance dredging in the future. The applicant submitted a Lake Study prepared by Meridian Environmental, Inc. (dated December 23, 2016; Exhibit 13) which concludes that the proposed project would unlikely have an adverse effect on adult salmon and steel head spawning habitat, as no dredging would take place in May Creek. The proposed project may affect juvenile salmon and steelhead by causing physical changes to their early rearing habitat in Lake Washington. Limiting the in-water work to the NMFS work window would minimize the potential to adversely affect juvenile Chinook, coho and steelhead, as the vast majority of juveniles in Lake Washington are expected to migrate prior to July. The dredging work proposed by the applicant is also subject to the U.S. Army Corps of Engineer (USACE) Permit Reference #NWS-2007-1019 conditions of approval (Exhibit 3) and the Barbee Maintenance Dredging Mitigation Shoreline Exemption permit condition of approval (Exhibit 5). The applicant submitted a Biological Assessment prepared by Meridian Environmental, Inc. (dated August 27, 2012; Exhibit 12) which included nine conservation measures that the applicant would implement to avoid or minimize take of listed species and avoid or reduce impact to their habitat. Staff recommends as a SEPA mitigation measure that dredge project be required to comply with the conservation measures found in the Biological Assessment prepared by Meridian Environmental, Inc. (dated August 27, 2012). Mitigation Measures: The Sediment Deposition Mitigation project shall be required to comply with the conservation measures found in the Biological Assessment prepared by Meridian Environmental, Inc. (dated August 27, 2012). Nexus: State Environmental Policy Act (SEPA) Environmental Review, RMC 4-3-050 Critical Areas Regulations, RMC 4-3-090 Shoreline Master Program Regulations 4. Environmental Health a. Noise Impacts: Noise impacts would primarily result from heavy equipment used during dredging and environmental enhancement construction work. The equipment noise would be regulated through the City's adopted noise level regulations per Chapter 8-7, RMC. The City's noise regulations limit haul hours between 8:30 am to 3:30 pm, Monday through Friday unless otherwise approved by the Development Services Division. Permitted work hours in or near residential areas are restricted to the hours between seven o'clock (7:00) a.m. and eight o'clock (8:00) p.m. Monday through Friday. Work on Saturdays is restricted to the hours between nine o'clock (9:00) a.m. and eight o'clock (8:00) p.m. No work is permitted on Sundays. Noise impacts anticipated are anticipated to be short-term impacts that would be commonly associated with dredging activities. Generally, noise impacts would come from the operation of the heavy construction equipment (frontend loaders, etc) that would generate expected noise levels of up 80 or 90 decibels (Exhibit 19). The applicant indicates that all the construction noise impacts are anticipated to occur during daylight hours. No unusual noise impacts are proposed, which would require further levels of mitigation. Mitigation Measures: No further mitigation recommended. Nexus: N/A ERC Report City of Renton Department of Community & Economic Development SEDIMENT DEPOSITION MITIGATION Report of March 6, 2017 E. Comments of Reviewing Departments Environmental Review Committee Report LUA16-000977, ECF, SM Page 8 of 8 The proposal has been circulated to City Department and Division Reviewers. Where applicable, their comments have been incorporated into the text of this report and/or "Advisory Notes to Applicant" (Exhibit 20) . ./' Copies of all Review Comments are contained in the Official File and may be attached to this report. The Environmental Determination decision will become final if the decision is not appealed within the 14-day appeal period (RCW 43.21.C.07S(3); WAC 197-11-680). Environmental Determination Appeal Process: Appeals of the environmental determination must be filed in writing together with the required fee to: Hearing Examiner, City of Renton, 10SS South Grady Way, Renton, WA 98057, on or before 5:00 p.m. on March 24, 2017. RMC 4-8-110 governs appeals to the Hearing Examiner and additional information regarding the appeal process may be obtained from the City Clerk's Office, Renton City Hall - 7th Floor, (425) 430-6510. ERCRepart 0 CITY OF RENTON DEPARTMENT OF COMMUNITY AND ECONOMIC DEVELOPMENT REPORT TO THE ENVIRONMENTAL REVIEW COMMITIEE EXHIBITS Project Name: Project Number: Sediment Deposition Mitigation LUA16-000977, ECF, SM Date of Meeting Staff Contact Project Contact/Applicant Project Location March 6, 2017 Exhibits: Exhibit 1 Exhibit 2 Exhibit 3 Exhibit 4 Exhibit 5 Exhibit 6 Exhibit 7 Exhibit 8 Exhibit 9 Exhibit 10 Exhibit 11 Exhibit 12 Exhibit 13 Exhibit 14 Exhibit 15 Exhibit 16 Exhibit 17 Exhibit 18 Exhibit 19 Exhibit 20 Clark H. Close Michael Lloyd, Lloyd & 3905, 3907, 3909 and 3979 Senior Planner Associates, Inc., 255 Lake Washington Blvd N, Camaloch Dr, Camano Island, Renton, WA 98056 and WA, 98282 4011 Wells Ave N, Renton, WA98056 me Report Neighborhood Detail Map U.S. Army Corps of Engineer (USACE) Permit NWS-2007-1019 Lake Washington/May Creek Dredging DNS-M, LUAOS-138, SP, ECF Barbee Maintenance Dredging Mitigation Shoreline Exemption, LUA16-000388, SME Existing Lake bed Contours (surveyed date July 2016) Proposed Dredging Contours and Cross Sections (Al-A2 and Bl-B-2) Mitigation -Large Wood Debris Sediment Sampling and Analytical Results Report (revised date December 12, 2016) Geotechnical Design Parameters for Anchor Piles prepared by Geotech Consultants, Inc. (dated January 10, 2010) Geotechnical Observations during Pile Installation prepared by Geotech Consultants, Inc. (dated August 9, 2011) Biological Assessment prepared by Meridian Environmental, Inc. (dated August 27, 2012) Lake Study prepared by Meridian Environmental, Inc. (dated December 23, 2016) Muckleshoot Indian Tribe Fisheries Division Comments: Walter Staff Response to Muckleshoot Indian Tribe Fisheries Division Applicant's Response to On-Hold Letter U.S. Army Corps of Engineers Comments: White U.S. Army Corps of Engineers Response Letter Construction Mitigation Description Advisory Notes to Applicant ------~ItentOil ® Neighborhood Detail Map 3 BNSF Railroad PURPOSE: Sediment Deposition Mitgation DATUM: USACE / Seattle Distnct (NAD83) ADJACENT PROPERTY OWNERS: ffi Barbee Forest Products/Lake Houses Barbee Mill Development Bunington Northern-Santo Fe Scale (ft\ 0 500 1000 APPLICANT: Lake Houses at Eagle Cove PROPOSED: Environmental Enhancement WATERBODY: Lake Washington 3905, 3907, 3909, 3979 Lake Washington Blvd. N, and 4001 Wells Ave. NEIGHBORHOOD DETAIL MAP Renton, King County, WA 98055 Section Towns hip Range: NW 32 24 05 Lat: 47N 31' 40" Long: 122W 12' 29" Revised 12/30/2016 L EXHIBIT 2 REPLY TO ATTENTION Of Regulatory Branch Mr. Robert Cugini Barbee Forest Products P.O. Box 359 Renton, Washington 98057 Dear Mr. Cugini: DEPARTMENT OF THE ARMY SEATTLE DISTRICT, CORPS OF ENGINEERS P.O. BOX 3755 SEATTLE, WASHINGTON 98124-3755 FEB -5 2016 Reference: NWS-2007-1019 Barbee Company We have received your request for a permit modification to modify the approved plans and extend the time limit for completing the work authorized by the above-referenced Department of the Army permit. The permit authorizes the dredging ofup lo 4,000 cubic yards of sediment over a 10,000-square-foot area; renovation of a boathouse, placement of spawning gravel, and the replacement of floats in Lake Washington at Renton, Washington. The original time limit for completing the authorized dredging is scheduled to expire on January 8, 2019. You have requested a modification of the permit to dredge up to an additional 2,700 cubic yards over an additional 14,000-square-foot area; replace an existing solid wood float and three creosote- treated piles with a grated float and two galvanized steel piles; and replace two 3-pile dolphins with two galvanized steel piles. Your request for a permit modification and time extension is approved. Enclosed are the approved modified plans dated August 21, 2012, which supersede plans authorized by the Secretary of the Army on January 8, 2009. The new time limit for completing the authorized dredging ends 10 years from the date of this approval letter. The new time limit for completing the other authorized work ends 3 yeat·s from the date of this approval Jetter. We have modified three of the original conditions as a result of our recent pennit review as follows: d. You must implement and abide by the Endangered Species Act (ESA) requirements and/or agreements set forth in the Cugini Property Boathouse Expansion of the Existing Lake Washington Dredge Prism Biological Assessment dated August 27, 2012, and the addendum dated April 3, 20] 4, in their entirety. The U.S. Fish and Wildlife Service (USFWS) concuned with a finding of "may affect, not likely to adversely affect" based on this document on May 15, 2014 (USFWS Reference Number 13410-2008-I-0149). The USFWS will be informed of this permit issuance. Failure to comply with the commitments made in this document EXHIBIT 3 -2- constitutes non-compliance with the ESA and your U.S. Anny Corps of Engineers permit. The USFWS is the appropriate authority to determine compliance with ESA. e. This U.S. Army Corps of Engineers (Corps) pctmit does not authorize you to take a threatened or endangered species, in particular the Puget Sound Chinook and steelhead. In order to legally take a listed species, you must have a separate authorization under the Endangered Species Act (ESA) (e.g., an ESA Section 10 permit, or ESA Section 7 consultation Biological Opinion (BO) with non-discretionary "incidental take" provisions with which you must comply). The enclosed BO prepared by the National Marine Fisheries Service (NMFS) dated October 6, 2014, contains mandatory te1ms and conditions to implement the reasonable and prudent measures that are associated with the specified "incidental take" in the BO (NMFS Refeience Number WCR-2014-770). Your authorization under this Corps permit is conditional upon your compliance with all of the mandatory te1ms and conditions associated with incidental take of the enclosed BO. These terms and conditions are incorporated by refe1ence in this pe1mit. Failure to comply with the terms and conditions associated with incidental take of the BO, where a take of the listed species occurs, would constitute an unauthorized take, and it would also constitute non-compliance with your Corps pe1mit. The NMFS is the appropriate authority to determine compliance with the terms and conditions of its BO and with the ESA. f. In order to meet the requirements of the Endangered Species Act you may conduct the authorized activities from July 16 tluough September 15 in any year this permit is valid. You shall not conduct work authorized by this pe1mit from September 16 through July 15 in any year this permit is valid. We have added the following three permit conditions as a result of our recent permit review: m. Any deviations from the authorized dredging footprint or depths must be reported to the Regulatory Branch Project Manager within 24 hours of discovery. n. Plotted results oftbe post-dredge bathymetric survey shalJ be submitted to the U.S. Army Corps of Engineers, Seattle District, Dredged Material Management Office and Regulatory Branch Project Manager in PDF format within 30 days of completion of dredging. Results must clearly display the post-dredge sediment surface in relation to the permitted dredge boundary and depth, as well as the location of project featw·es such as docks, wharfs and other landmarks. The vertical datum must be clearly indicated. Full bathymetric survey data must be submitted upon request. o. At least four months prior to each maintenance dredging activity, the permittee must contact the U.S. Army Corps of Engineers, Dredged Material Management Office to determine whether additional sediment characterization is required. If additional characterization is required, no dredging will be allowed until the sediment surface that will be left after dredging has been determined to meet the Dredged Material Management Program's anti-degradation guidelines. -3 - Please be reminded that Special Conditions "d" and "e" of your permit require that you implement and abide by the ESA requirements and/or agreements set forth in the Biological Evaluation and/or the BO for this project. In particular, note that these documents require that you replace a solid t1oat and creosote-treated piling with a grated float and steel piling; and place 20 cubic yards of gravel. Failure to comply with the commitments made in these documents constitutes non-compliance with the ESA and your Corps permit. All other terms and conditions contained in the original pe1mit remain in full force and effect. A copy of this letter will be furnished to Mr. Michael Lloyd, Lloyd and Associates, Inc., 38210 Southeast 92nd Street, Snoqualmie, Washington 98065. If you have any questions, please contact Ms. Susan Powell at susan.m.powell@usace.army.mil or at (206) 764-5527. BY AUTHORITY OF THE SECRETARY OF THE ARMY: ~4t District Engineer Enclosures CITY OF RENTON DETERMINATION OF NON-SIGNIFICANCE (MITIGATED) APPLICATION NO(S): LUAOS-138, SP, ECF Barbee Mill Company APPLICANT: PROJECT NAME: Lake Washington/May Creek Dredging DESCRIPTION OF PROPOSAL: Applicant proposes to dredge the May Creek Delta to remove coarse sands and gravels that accumulate at the mouth of May Creek -and substantially increase the risks and potential damages from flooding of the Barbee MIii property by May Creek. In addition, the proposed dredging would mainlain navigatlonal depths. The proposed dredging area Is approximately 55,000 square feet. Approximately 3,000 to 4,000 cubic yards of coarse sand and gravel are proposed lo be dredged every 3 to 4 years. No filling is proposed. LOCATION OF PROPOSAL: LEAD AGENCY: 4300 Lake Washington Blvd N The City of Renton Department of Planning/Building/Public Works Development Planning Section The City of Renton Environmental Review Committee has determined that ii does not have a probable significant adverse impact on the env~onment. An Environmental Impact Statement (EIS) is not required under RCW 43.21C.030(2)(c). Conditions were Imposed as mitigation measures by the Environmental Review Committee under their authority of Section 4-6-o Renton Municipal Code. These conditions are necessary lo mitigate environmental impacts identified during the environmental review process. Appeals of the environmental detennination must be filed ln writing on or before 5:00 PM on April 3, 2006. Appeals must be flied in writing together with the required $75.00 application fee with: Hearing Examiner, City of Renton, 1055 South Grady Way, Renton, WA 96055. Appeals to the Examiner are governed by City of Renton Municipal Code Section 4-8-11 O.B. AddHlonal information regardlllQ the appeal process may be obtained from the Renton City Clerk's Office, (425) 430-6510. PUBLICATION DATE: DATE OF DECISION: SIGNATURES: March 20, 2006 March 14, 2006 ~4/,1(,z D e ' EXHIBIT 4 March 17, 2006 Washington State Department of Ecology Environ·mental Review Section PO Box 47703 Olympia, WA 98504-7703 CITY CF RENTON·. Pianning/Building/PublicWorks Dcpanmcnt Gregg Zimmerman P.E., Administntor Subject Environmental Detenninations Transmitt~d herewith is a· copy of the Environmental DetermJnaUon for the following project reviewed by lhe Environmental Review Committee (ERC) on March 14, 2006: DETERMINATION OF NON-SIGNIFICANCE· MITIGATED PROJECT NAME: PROJECT NUMBER: Lake Washington/May Creek Dredging LUAOS-138, SP, SM, ECF LOCATION: DESCRIPTION: 4300 Lake Washington Blvd N (King County Parcel No. 322405· Appllcant proposes to dredge the May Creek Delta to remove coarse sands and gravels 'that accumulate at the mouth of May Creak and substantlally Increase the· risks and potentlal damages from flooding of the Barbee MIii property by M_ay Creek. In addition, the proposed dredging would ·-maintain navigational · depths. The proposed. dredging area is approxlmately 55,000 square feel Approximately 3,000 to· 4,000 cubic yards of coarse san<! and gravel are prppc:ised to be dredged every 3 to 4 years. A 10 year approval is req~ested. No fill!ng is proposed'. Appe.als or the environmental determ.lnatlon inust be flied In wrlllng on or before· 5:00 PM on April 3, 2006. Appeals must be filed In' wrtUng together with the required $75.00 application fee with: Hearing Examiner, City of Renton, 1055. S.oulh. Grady Way, Rent(Jn, ·wA 98055. Appeals to.the Examiner are governed by City of Renton Municipal Code Sectio,:i 4-8-110.B. Additional infoimati.on·regarding the appeal process may be obtained from ihe Renton City Clerk's Office, (425) 430-6510. If you have questions, please call me at (425) 430-7219. For the Environmental Review Committee, er 1{, :12: ~ill K. Ding ~ Associate Planner U cc. King County Wastewater Treatment Division WDFW, Stewart Reinbold David F Dietzman. Department of Natural Resources WSDOT, Northwest Region Duwamish Tribal Office Karen Walter. Fisheries, Muckleshool Indian Tribe (Ordinance) Melissa Calvert. Muckleshoot Cultural Resources Program us Army Corp. or Engineers Stephanie Kramer. Office of Archaeology & Histor1c PreservaUon Enclosure ~ ------l-05_5_S_o_uth-Gr_ad_y_W_a_y---Rc-n-to_n._W_as_h_in_gt_o_n_9_80_5_5 ______ .R E N T O N AllEAD Of T1tt C::Uat.VF. ·c1JY.bF RENTON DETERMINATION ·of NON~SIGNIFICANCE-MfflGATED APPLICATION NO(S): APPLICANT: PROJECT NAME: . MiTIGATI_ON MEASURES· . . LU~S-138, SP, ECF Baibee Mill Company Lake y.-ashington/May Creek Dredging . DESC~IPTION OF PROPOSAL: Applicant proposes to dredge lhe May Creek Delta to remove coarse sands and Qfl!vels that accumulate atlhe mouth.of May Creek and substantlillly increase the risks and potential damages from flooding of the Bartiee-'Mill property by May Creek. In addition, the.proposed dredging would maintain na~~oral depths. The proposed _dredging area is approximately ~.ooo· SQ\lare feet. Approximately 3,000 to 4,000 cubic yards of coarse sand and gravel are proposed to be dredged every 3 to 4 years. A 10 year approval I~ requested. No filling is propQ/IEi,<J. LOCATION OF PROPOSAL: LEAD AGENCY; MITIGATION MEASURES: 4300. lake Washington Blvd N . ll)e City of. Renton DeJ18rtmeiirof'Planning/Building/Public Works _, ·OevelpJlll)erit Plannlng·Section ' ( \. -~~, .t" _l1'1• "' .. ..; •••• i)'•, -·\:~: • .~,:. • • • ·1 • :i· r~ .. 1. The applicant shall provide a T emp&,a~ Erosion and Sedimentation ~ontr"'ol '~ran (TESC.P) design~d pursuant to lhe Department of Ecology's Erosion,and'Sedinient Control:~89uirements, outtiriea.in Volume II of"the 2001 Stormwater Management M_anual. This condition shaq·be s.\i~i!lc(to lhe'revi~w and';ipprova!;of the Development Services . Division. . / . ~·;~.,. ; :~f./i.T'f.J~~. _ t•~~.{! ~ 'h ~ \' 2. The applicant_ shall comply wilh t~ re~miipda~ foti~l:i;i/(ihe Blol~IClil EviiJuation.prepared by Meridian Environmental, LLC, dated June 18, 2005:, · ''.""•¢ ·~: :~t.. / / ~~ . :°'~~ \._.: .:<,r>'l:; . ; ~\~ ' ~\-~· ""<:,::,~•?,:• -~~!,~\:. . ~ ' • I. '\1°.,,_ 1,~ • !.i • -l I .. , ........ ! . :: .-•. ·!,,,.~' ·--.11."'·:'" ERC Mitigation Measures Page 1 of 1 CITY OF RENTON DETERMINATION OF NON-SIGNIFICANCE~MiTiGATED A.OVISORY NOTES APPLICATION NO(S): APPLICANT: PROJECT NAME: LUAOS-138, SP, ECF Barbee Mill Company Lake Washington/May Creek'Dredging DES~RIPTION OF PROF;'OSAL: ,Applicanl proposes to dredge the. May Creek Della 10 remove.coarse sands and gravels lhal accumulale at the mouth of May Creek and substantially ln~eas~ the risks and potenUal damages from flooding of the Barbee MIii property by May Creek. In addition, the ·proposed dredging would maintain navigational depth_s. The proppsed dredging ·area Is approximately 55,000 square feet Approximately 3,000 lo 4,000 cubic yards of cqarse 5l!nd and gravel are proposed lo be dredged every 3 to 4 years. A 1 o year approval is requested. N? filllng Is proposed. · LOCATION OF PROPOSAL: 4300 Lake Washington Blvd N LEAD AGENCY: The City of Renton Dl):P.!lrtme·nt of Planning/Building/Public Works . ," D~velopmerit Planning S.~ction · -· ·-( ~ ~ 1. -,, .f" Advisory Notes to.Appiica(!t: \. . . . The following notes are supp/ement~J'/nfonna(ion provided in conjuhi:tf.i?n,y,ith the environ_mental determination. Because these notes· are provided as infonnalion only, they are,hot subject.to the-appeal process for · / ··aer''':FE:7:_~,.~et~ffl~nations. } ·t. · ~ ·f ;;:c..,tt.~ "!~\ ~ ·Planning: .. -.;,r... , &i.t.~¢:~.~ · ~: ~i(.. ~: ' •'i ; ,: t""~, \ ; 1. The applicant is 10 obtain applicable City of Renton Construction Permits ,q ;. . ~ i' -"'·';'-! :rr.-. i~ ·, .· l . .:: 2. The applicant is lo obtain a City of :~~!,lJ~n-~~eline Substantial De~~l~m~n\fermit. 3. Other permits from other agencies may 6e1"~uired prior lo constniction. ReJuired permits may Include but are not limited to a Department of Ecology Wa.~r,qul31ity C~rtificalio!], Wfshingtoj!iSlate Depa~ment of Fish and Wildlife Hydraulic Project Approval, and an Amfy,9.<>rps of Engineers dredge.P_~milt ;,~'-":~ \:~ -1; -~/:.,. Property Services: =-~~· 1. No fees are triggered. Plan Review: 1. A construction plan indicating haul route and hours, construction hours and a traffic control plan shail be submitted for approval prior to any permit being issued. Haul hours shall be restricted to 6:30 a.m. to 3:30 p.m. unless approved in advance by the Development Services Division: ERC Advisory Notes Page 1 ol 1 DEPARTMENT OF COMMUNITY AND ECONOMIC DEVELOPMENT PLANNING DIVISION CERTIFICATE OF EXEMPTION FROM SHORELINE SUBSTANTIAL DEVELOPMENT DATE: PROJECT NUMBER: PROJECT NAME: PROJECT MANAGER: OWNER: APPLICANT: PROJECT LOCATION: PROJECT DESCRIPTION: May 27, 2016 LUA16-000388, SME Barbee Maintenance Dredging Mitigation Shoreline Exemption Angelea Weihs, Assistant Planner The Barbee Company P.O. Box 359 Renton, WA 98057 Michael Lloyd 38210 SE 92nd St Snoqualmie, WA 98065 3909 LAKE WASHINGTON BLVD N The proposed work consists of environmental enhancements and mitigation measures, arising from state and federal permitting requirements, to improve near-shore shallow water habitat (see project plan). These environmental enhancements include, replacement of a solid float with a high light-transmission grated float, extraction of treated and untreated wood piles, replacement of wood piles with four galvanized pipe piles, removal of several large angular rocks at base of basaltic columnar rockery, and placement of approximately 20 CY of rounded river rock (aka, "fish rock"} at the rockery. These environmental enhancements are in response to approval of a ten year Shoreline Substantial Development Permit (LUA05-138) for dredging the mouth of May Creek where sediments collect to prevent flooding of the Barbee Mill property and to maintain navigational depths to an existing boat house. These mitigation measures were required as a part of permit approval, and are approved by USACE (NWS-2007-10-19). The environmental enhancement work is anticipated to be completed during the approved in-water work window in accordance with HPA requirements. The anticipated HPA in-water work window is July, 16 through September, 15 of this year. The applicant is proposing to replace a solid wood float, approximately 25' immediately south of the boathouse. The solid float is 32' long and has an area of 256 sf. A new float that is 24' long and has a surface area of 192 sf will be installed. The new float is 25% smaller. The entire surface area of the float will be grated with high light-transmission grating (>63% light transmission) to substantially improve light transmission to near-shore, shallow water habitat. Three treated piles will be extracted and replaced with EXHIBIT 5 Page 1 of 4 City of Renton Deportment of Community & Economic Development Certificate af Exemption from Shoreline Substantial Development Borbee Maintenance Dredging Mitigation Shoreline Exemption WAl 5-000388, SME SEC-TWN-R: LEGAL DESCRIPTION: (King County Assessor) SEC-TWN-R: LEGAL DESCRIPTION: (King County Assessor) two smaller galvanized pipe piles to eliminate creosote treated piles. Approximately ten treated piles at the replacement float, mentioned above, will be extracted in accordance with Washington Department of Fish and Wildlife (WDFW) requirements and procedures. Additionally, two dolphins, consisting of three piles each, will also be extracted. Because there may be "stubbed" piles, below the water line, the number of piles is stated as approximate. Extracted piles will be cut into small lengths for disposal at an approved landfill. At no time will any treated wood piling be reused for any purpose. Four pipe piles will be installed. As mentioned above, the three piles at the float will be replaced with two 10" galvanized pile piles to secure the new grated float. Two 12" galvanized pipe piles will be installed to replace the two dolphins identified immediately above. The applicant is proposing to remove several large angular basaltic rocks in the water at the base of the rockery approximately 75' south of the boathouse These rocks will be removed from the water and taken off-site. Approximately 20 CY of approved fish rock will be placed at the base of the rockery and at area immediacy south of the boathouse and adjacent to the existing boat ramp. Of this quantity about 2 or 3 yards will be placed near the boat ramp, and the remainder will be placed at the rockery. NW32-24-5 HILLMANS LK WN GARDEN OF EDEN #2 "LOT A" RENTON LOT LINE ADJUSTMENT NO LUA-96-153LLA-LND-30-0152 REC NO 20061002900012 SD LOT LINE ADJUSTMENT OAF LOTS 1 THRU 13 IN BLOCK A OF HILLMANS LAKE WASHINGTON GARDEN OF EDEN DIV NO 2 PLAT TGW SH LOS ADS AND TGW THE NWLY 25.00 FT OF BNSF ROW LY BTWN TWO LNS DRAWN PLW & DIST 25.00 AND 50.00 FT NWLY AS MEAS AT R /A FR MAIN TRACK C/L BOUNDED ON THE NORTH BY THE ELY EXTN OF THE NORTH LN OF LOT 1 AND BOUNDED ON THE SOUTH BY THE ELY EXTN OF THE SOUTH LN OF LOT 13 OF SD HILLMANS LAKE WASHINGTON GARDEN OF EDEN DIV 2 NW32-24-5 HILLMANS LK WN GARDEN OF EDEN #2 "LOT D" RENTON LOT LINE ADJUSTMENT NO LUA-96-153LLA-LND-30-0152 REC NO 20061002900012 SD LOT LINE ADJUSTMENT OAF LOTS 1 THRU 13 IN BLOCK A OF HILLMANS LAKE WASHINGTON GARDEN OF EDEN DIV NO 2 PLAT TGW SH LOS ADS AND TGW THE NWLY 25.00 FT OF BNSF ROW LY BTWN TWO LNS DRAWN PLW & DIST 25.00 AND 50.00 FT NWLY AS MEAS AT R/A FR MAIN TRACK C/L BOUNDED ON THE NORTH BY THE ELY EXTN OF THE NORTH LN OF LOT 1 AND BOUNDED ON THE SOUTH BY THE ELY EXTN OF THE SOUTH LN OF LOT 13 OF SD HILLMANS LAKE WASHINGTON GARDEN OF EDEN DIV 2 Page 2 of 4 City of Renton Department of Community & Economic Development Barbee Maintenance Dredging Mitigation Shoreline Exemption Certificate of Exemption from Shoreline Substantial Development WA16-000388, SME SEC•TWN-R: LEGAL DESCRIPTION: (King County Assessor) SEC-TWN-R: LEGAL DESCRIPTION: (King County Assessor) SEC-TWN-R: LEGAL DESCRIPTION: (King County Assessor) WATER BODY: NW32-24-5 BARBEE MILL NW32-24-5 HILLMANS LK WN GARDEN OF EDEN #2 "LOT C" RENTON LOT LINE ADJUSTMENT NO LUA-96-153LLA-LND-30-0152 REC NO 20061002900012 SD LOT LINE ADJUSTMENT DAF LOTS 1 THRU 13 IN BLOCK A OF HILLMANS LAKE WASHINGTON GARDEN OF EDEN DIV NO 2 PLAT TGW SH LDS ADS AND TGW THE NWLY 25.00 FT OF BNSF ROW LY BTWN TWO LNS DRAWN PLW & DIST 25.00 AND 50.00 FT NWLY AS MEAS AT R/A FR MAIN TRACK C/L BOUNDED ON THE NORTH BY THE ELY EXTN OF THE NORTH LN OF LOT 1 AND BOUNDED ON THE SOUTH BY THE ELY EXTN OF THE SOUTH LN OF LOT 13 OF SD HILLMANS LAKE WASHINGTON GARDEN OF EDEN DIV 2 NW32-24-S HILLMANS LK WN GARDEN OF EDEN #2 "LOT B" RENTON LOT LINE ADJUSTMENT NO LUA-96-153LLA-LND-30-0152 REC NO 20061002900012 SD LOT LINE ADJUSTMENT DAF LOTS 1 THRU 13 IN BLOCK A OF HILLMANS LAKE WASHINGTON GARDEN OF EDEN DIV NO 2 PLAT TGW SH LDS ADS AND TGW THE NWLY 25.00 FT OF BNSF ROW LY BTWN TWO LNS DRAWN PLW & DIST 25.00 AND 50.00 FT NWLY AS MEAS AT R/A FR MAIN TRACK C/L BOUNDED ON THE NORTH BY THE ELY EXTN OF THE NORTH LN OF LOT 1 AND BOUNDED ON THE SOUTH BY THE ELY EXTN OF THE SOUTH LN OF LOT 13 OF SD HILLMANS LAKE WASHINGTON GARDEN OF EDEN DIV 2 An exemption from a Shoreline Management Substantial Development Permit Is hereby Approved with Conditions* on the proposed project in accordance with RMC 4.9.190C 'Exemption from Permit System' and for the following reasons: Projects to Improve Fish and Wildlife Passage or Habitat: A public or private project, the primary purpose of which is to improve fish or wildlife habitat or fish passage, when all of the following apply: a. The project has been approved in writing by the Department of Fish and Wildlife as necessary for the improvement of the habitat or passage and appropriately designed and sited to accomplish the intended purpose. b. The project has received hydraulic project approval by the Department of Fish and Wildlife pursuant to chapter 75.20 RCW. c. The Planning Division has determined that the project is consistent with the Shoreline Master Program. Page 3 of 4 City of Renton Department of Community & Economic Development Barbee Maintenance Dredging Mitigation Shoreline Exemption Certificate of Exemption from Shoreline Substantial Development LUA16·000388, SME The proposed development is: Consistent with the policies of the Shoreline Management Act. Consistent with the guidelines of the Department of Ecology where no Master Program has been finally approved or adopted by the Department. Consistent with the City of Renton Shoreline Master Program. CONDITIONS: PLN -Administrative Decision Condition 1. All work shall comply with any conditions of the Hydraulic Project Approval and USACE permit approval (NWS-2007-10-19) issued for the dredging of the May Creek Delta. SIGNATURE & DATE OF DECISION : Date The administrative land use decision will become final if not appealed in writing together with the required fee to: Hearing Examiner, City of Renton, 1055 South Grady Way, Renton, WA 98057 on or before 5:00 pm, on June 10, 2016. Additional information regarding the appeal process may be obtained from the Renton City Clerk's office, Renton City Hall -7th Floor, (425) 430-6510. Attachments: Vicinity/Neighborhood Detail Map, Site Plan, Project Narrative cc: The Barbee Company The Barbee Company -Owner Lloyd & Associates, Inc Michael Lloyd -Applicant Page 4 of 4 PURPOSE: Enhance En vironment DATUM : USAGE/ Seattle District (NA08 3) ADJACENT PROPERTY OWN ERS : ffi Barbee Company Barbee Mill Development Burlington Northem-Sante Fe Neig hb orhood Detail Map Scale (ft\ 0 APPLICANT : Barbee Company RE FER ENCE : USAGE NWS-2007-1019-NO LOCA TION ADDRESS : 3901 Lake Wash ing ton Blvd . N. Ren ton , King Co unty , WA 98055 Section Townsh ip Range : NW 32 24 05 Lat: 47N 31' 40' Long : 122W 12' 29' 500 1000 PROPOSED : Env ironmental Enhancemen t WATERB ODY : Lake Washington Neiqhbo rhoo d Detail Map '--------------------------s·· .. ·--- EXHIBIT 1 "H ·.'.·L < ___ -~ ·,(' .r ~rn-t c-:, Dr c''J 0ic Ar-:>J 2 •J · r ~::'~~ter , / ~111c!eient 12016) ~-/--·--;;; ' I Install grated float. demo / /,fl existing flpi[ rep lace 3 treated I r /, plies (2016 ) Fis lirock Pl~cement Area 12016) Flshrock Placement Area (2016) Extract treated plles, replace "':~h stee l cans (2016) /. •"- -I, PURPOSE : Enhance Shallow-water DA TUM : USAGE/ Seattle District (NAD83) Sec lion Townsh ip Range : NW 32 24 05 La t: 47N 31' 40 " Loog : 122W 12' 29 " "' '" ',.. =-~~ ;--,-- 1-100·-1 APPLICANT : Barbee Company REFERENCE : USAGE NWS-2007-1019-NO LOCATION ADDRESS : 3901 Lake Washinqton Blvd. N. Renton , King County , WA 98055 ;' PROPOSED : Environmental Enhancemen t Project WATERBODY : Lake Washinqton Site Plan 5/11/201§ ~ :::c .... u, ~ N City of Renton -Shoreline Exemption Request Attachment 3. Project Narrative (5 copies) Project Name : Project Area: Location : Barbee Environmental Enhancements Approximately 90,000 sf Lake Washington, City of Renton Shoreline EXHIBIT 3 Waterward of single family residences from 4001 Wells Ave . to 3905 Lake Washington Blvd . N, Renton Washington, Brief description of proposed work: The proposed work consists of environmental enhancements and mitigation measures, arising from state and federal pennitting requirements, to improve near-shore shallow water habitat (see project plan). These environmental enhancements include : • Replacement of a solid float with a high light-transmission grated float. • Extraction of treated and untreated wood piles. • Replacement of wood piles with four galvanized pipe piles • Removal of several large angular rocks at base of basaltic columnar rockery • Placement of approximately 20 CY of rounded river rock (aka, "fish rock") at the rockery Float Replacement. A solid wood float , approximately 25' immediately south of the boathouse will be replaced . The solid float is 32' long and has an area of256 sf. A new float that is 24' long and has a surface area of 192 sf will be installed . The new float is 25% smaller. The entire surface area of the float will be grated with high light-transmission grating (>63% light transmission) to substantially improve light transmission to near-shore, shallow water habitat. Three treated piles will be extracted and replaced with two smaller galvanized pipe piles to eliminate creosote treated piles (see below) Extraction of treated/untreated piles. Approximately ten treated piles at the replacement float (mentioned above) will be extracted in accordance with Washington Department of Fish and Wildlife (WDFW) requirements and procedures. Additionally, two dolphins, consisting of three piles each , will also be extracted . Because there may be "stubbed" piles, below the water line), the number of piles is stated as approximate. Extracted piles will be cut into small lengths for disposal at an approved landfill. At no time will any treated wood piling be reused for any purpose. Drive Galvanized pipe piles. Four pipe piles will be installed. As mentioned above, the three piles at the float will be replaced with two IO" galvanized pile piles to secure the new grated float. Two 12" galvanized pipe piles will be installed to replace the two dolphins identified immediately above. Angular Rock Removal. There are several large angular basaltic rocks in the water at the base of the rockery approximately 75' south of the boathouse. These rocks will be removed from the water and taken offsite. Lloyd & Ass oc iate s, Inc . City of Renton -Shoreline Exemption Request Placement of"Fish Rock". Approximately 20 CY of approved fish rock will be placed at the base of the rockery and at area immediacy south of the boathouse and adjacent to the existing boat ramp . Of this quantity about 2 or 3 yards will be placed near the boat ramp, and the remainder will be placed at the rockery. Basis for the Exemption: Completion of this project will improve shallow-water fish habitat. Anticipated dates of work: July-September 2016 Environmental enhancement work is anticipated to be completed during the approved in-water work window in accord with Hydraulic Project Approval (HPA) requirements . Anticipated HPA in-water work window is Julyl6-September 15 . Other permits required for proposed project; USACE permit (NWS-2007-10 19) Department of Ecology approvals (Shorelines and Water Quality Certification) Hydraulic Project Approval (WDFW -not yet obtained). Current and proposed use of the site: Currently the site is entirely aquatic lands owned by project proponent. The work site is adjacent to the shoreline and used for navigational access to the boathouse and related recreational uses on lake Washington. There are no proposed changes to site use. Special site features The project site is unique waterfront on Lake Washington . As stated above, the project proponent owns aquatic lands of the water front for four single family homes. There is a boathouse at the north end and a shared-use dock at the south end . The site is also near May Creek. Soil type and drainage conditions : Existing sediments at the project site at the north are principally sands and gravels (with rounded rock up to 8" in diameter) arising from May Creek lacustrine deposition . The sands and gravels grade to finer materials (fine sands and silt) at the south end as one moves further away from sands and gravels deposited by May Creek at the north end of the site (deposition occurs principally during severe storm events). When dredged, the sediments at the north end are known to be well draining sands and gravels with occasional rounded rock. Estimated Construction and Fair Market Value Costs. Construction costs are estimated to be approximately $65,000. The fair market value is harder to estimate, but permitting costs, delays, and transactional and administrative costs, if included in fair market value, bump estimates substantially higher than the construction costs. There is also the difficulty of estimating the value to fishes and wildlife of enhanced shallow-water habitat. Fair Market Value? Just a guess at $300,000. Estimated Quantities and types of materials: Approximately 20 CY of rounded river rock (approved previously by WDFW) will be placed in the water at the rockery, as discussed above . Lloyd & Associates, Inc. City of Renton -Shoreline Exemption Request Tree Removal : No trees will be removed. Distance from Ordinary High Water Linc: All proposed environmental enhancements at the project site will occur in-water below the ordinary High Water Line (OHWL = 21.8' feet , MSL, USACE datum). Nature of the Existing Shoreline: The existing shoreline is almost entirely a bulkhead composed of basaltic rock. A portion of this project is directed at removal angular rock at the base of the bulkhead and softening the shoreline along the base of the rockery with rounded fish rock. Height Restrictions: No structures are proposed in this environmental enhancement project. Lloyd & Ass oci ate s, Inc. + + + + May Creek Delta CHIil • Zl.8' u, Project: Sediment Depostion Mitigation Applicant: Lake Houses at Eagle Cove Composile of 2016 hydrograpl'jc data and 2010 data (south end) EXHIBIT 6 + + + + Existing Lakebed Contours Sheet 1 of 5 USACE Datum (MSL, NAD-83) Revised: M. Lloyd 11/412016 File: 2016-Dradge Hydrographlc proposed for new permit.dwg May Creek Delta OHW L -2 1.8 ' + + f- -l- ·1- ~~C.-(a"l -oo Project: Sediment Depostion Mitigation Applicant: Lake Houses at Eagle Cove Composite of 2016 hydrograpllic data and 2010 data S01Jlh ef1d) EXHIBIT 7 + + Proposed Dredging Contours Sheet 2 of 5 USAGE Datum (MSL, NAD-83) Revised: M. Lloyd 11/4/2016 File : 2016-Dredge Hydrographic proposed for new perrni1 .dwg Cross-Section A1-A2 (4X Vertical Exageration) - -· ' - ' -' ' , ' , ' ~ r -! • I .. , ---c••ei -PropoNd Drod9o - Cross-Section A1-A2 Project: Sed iment Deposition Mitigation Appllicant: The Lake Houses at Eag le Cove .... Cross Section A 1 -A2 Sheet 3 of 5 USACE Datum (MSL, NAO-aJ) Revisecl: M. Lloyd 11/4/2016 Cross-Section B 1 -B2 ( 4X Vertical Exagerotion) ' ' g, § • J ; ) ; .9 , ., , ... , _'-._(lltl••! -PropoNd OAclvo Pror.te Cross-Section B1-B2 g II tt I I L) I I I -~ C-, (iO II ) -Propooed OAclvo Profile Project: Sediment Deposition Mitigation Appllicant: The Lake Houses at Eagle Cove l • I I le I ' _,. __ I I ! I !II Cross Section 81 -82 Sheet 4 of 5 USACE Ostum (MSL, NA0-83) Revised : M. Lloyd 11/4/2016 OHWL 21 .8' IMay Creek Delta,-M-,-~ .. ..,~,~, -L En11oncemr nt Area: Lorge Woody Debris ., Roo wads to be secured ( chained) to exist in m-·I""". App oximately 6 root wads to be installed a~ Roo wads to provide fish habitat ±_ ____ Project: Sediment Depostion Mitigation Applicant: Lake Houses at Eagle Cove Compo,ite of 2016 hydrog,aphic data and 2010 data (south erd) EXHIBIT 8 _ __ _..;~;;,_~-~~~-~-~--~-·-·~_t_•_T_1_d ;--; Mitigation -Large Wood Debris Sheet 5 of 5 USACE Datum (MSL, NAD-63) Revised: M . Lloyd 11/412016 File : 2016-Dredge Hydrographlc proposed for new permlt.dwg 2016-213 Sedimen t Sampling Results DMMU-1 Lloyd & Assoc iates, Inc. Sediment Sampling and Analytical Results Barbee Maintenance Dredging Barbee Company, P.O . Box 359 Renton, Washington EXHIBIT 9 SUBMITIED To: USACE/ DREDGE MATERIAL MANAGEMENT PROGRAM Prepared by: Lloyd & Associates , Inc . 255 Camaloch Dr. Camano Island, WA 98282 Revised: December 12. 2016 Page I of 30 GEOTECH CONSULTANTS, INC. Lloyd & Associates , Inc . 3821 O Southeast 92''" Street Snoqualm ie , Wash ington 98065 Attention : R. Michael Lloyd Subject: Geotechnical Design Parameters for Anchor Piles New Cugini Boathouse North of 4011 Wells Avenue North Renton. Washington Dear Mr. Lloyd : 13256 Northeas 1 20th S1ree 1, Suite 16 Bellevue , Was hingto n 98005 (425) 747-5618 FAX (425) 747 -8561 January 14 , 2010 JN 10004 via email This report presents our geotechnical observations and conclus ions related to desig n of the anchor piles to be installed fo r the new Cugin i boathouse . The scope of our services consisted of exploring site subsurface conditions , and then developing th is report to provide recommendations fo r design of the piles to withstand lateral loading conditions . This work was authorized by your acceptance of our proposal , P-7895 dated December 2 , 2009 . Based on our discussions with you , the existing boathouse , which is supported o·n driven timber piles , will be replaced with a floating boathouse . The existing boathouse and its supporting piles will be entirely removed as a part of this work. The new boathouse will be approximately the same size , and will be close to the existing location , possibly a few feet further toward the west. Anchor piles consist ing of driven steel pipes will be installed to laterally restrain the boathouse against wind and impact loads . Collars around the piles will allow the boathouse to rise and fall with the approximate 2-foot seasonal fluctuation in the level of Lake Wash ington . Excavation of the lake bottom will li kely occur at the eastern , shore side of the boathouse , where the water depth is only a few feet. SITE CONDITIONS SURFACE The Vicinity Map , Plate 1, illustrates the general locat ion of the site . The existing boathouse is located on the eastern shore of Lake Washington, just north of the ex isting residence having an address of 4011 Wells Avenue North . This metal structure is supported over Lake Washington on timber piles . A wood dock also supported on driven timber piles extends over the shallower water along the north side of the boathouse . Neither the boathouse or the dock move with the water level in the lake . To the north of the boathouse is the old Barbee Mill property , which is bei ng redeveloped with detached single-fam ily homes . The storm detention pond fo r th is neighboring development is situated on land immediately north of the dock. At the time of our field explorat ions on January 7, 2010 , the level of Lake Washington was low . Based on rev iew of the Corps of Engineers' website (www .nwd-wc.usace.anmy .mil) the elevation of the water surface in Lake Washington typically varies between a maximum of 22 feet in mid - EXHIBIT 10 GEOTECH CONSULTANTS, INC. Lloyd & Associates, Inc. 38210 Southeast 92nd Street Snoqualmie, Washington 98065 Attention: R. Michael Lloyd 1 _,~56 :-...;,mhc,1,t 2fJth Str::1..·t. Su1k J 6 [}[_•lk\UC-, 9,i.:()O) ("f~iJ7-+7.i6!~ JAX 7"+7-8561 August 9, 2011 JN 10004 via email rml@centurytel.net Subject Geotechnical Observations During Pile Installation New Cugini Boathouse 40xx Wells Avenue North Ri?'riton, \!Vash!ngton Dear Mr. Lloyd: Geotech Consultants, Inc. provided geotechnical observations and testing services during the installation of the piles that will provide vertical and lateral support for the new Cugini boathouse. The design approved by the City of Renton called for a total of 12 wide-flange beams driven to refusal to carry the new building loads. Six piles were located on each of the north and south sides of the new boathouse. A minimum of 15-foot embedment into dense soils was required by the structural engineer to achieve sufficient vertical capacity and lateral bending resistance. Representatives from our firm observed the installation of the piles on July 25 through 27, 2011. Pacific Piling utilized a large vibratory hammer to install the H-piles vertically. As required by the plan, galvanized W14x74 beams were installed for the boathouse. Through observation of the penetration rate, we were able to verify that all piles were installed to at least 15 feet of embedment into the dense soils. The pile lengths necessary to reach sufficient embedment increased from east to west, as was expected. Based on our observations, it is our professional opinion that the piles were driven an acceptable manner and reached sufficient embedment into dense soils to support the design loading. Please contact us if you have any questions regarding this letter, or if we can be of further assistance. MRM jyb Respectfully submitted, GEOTECH CONSULTANTS, INC. Marc R. McGinnis, P.E. Principal EXHIBIT 11 , I 1 ~ i \ \ Cugini Property Boathouse Expansion of the Existing Lake Washington Dredge Prism Biological Assessment Action Agency U.S. Army Corps of Engineers Prepared by Meridian Environmental, Inc. August 27, 2012 EXHIBIT 12 LAKE STUDY LAKE HOUSES AT EAGLE COVE SEDIMENT DEPOSITION MITIGATION EXHIBIT 13 Prepared for Lloyd and Associates, Inc. Prepared by Meridian December 23, 2016 Clark Close From: Sent: To: Cc: Subject: Attachments: Clark, Karen Walter < KWalter@muckleshoot.nsn.us> Friday, January 27, 2017 4:03 PM Clark Close Stewart Reinbold ; Rebekah Padgett; Andrew.J.Shuckhart@usace.army.mil FW: City of Renton (SEPA) Notice of Application-Lake Houses at Eagle Cover dredging, LUA16-00977, ECF, SM . imageOOl.png; Biological Assesment.pdf; Stream Lake Study.pdf We have reviewd the Notice of Application/Proposed MDNS for the Lake Houses at Eagle Cove dredging project referenced above. We have several questions and initial comments as noted below: 1. What is the total duration of this dredging proposal? The NOA describes an every 3-5 year frequency but does not indicate the total number of years. The checklist notes a 10 year permit to be conducted over two phases. It appears that phase 1 is a single year; however, there is no information for phase 2 and how the 10 year request was derived. 2. More information is needed regarding the full extent of dredging. The Notice describes 5 specific parcels covering 91,000 square feet. However, the checklist describes dredging 2,500 to 4,000 cubic yards at the boathouse, boat ramp, and support recreational uses in the project area. The project's purpose and need include the extent of area proposed needs to be substantiated. The applicant needs to clarify the exact areas to be dredged by parcel number; the amount to be dredged in each area of each parcel; the specific need for dredging in each area of each parcel. This information should be shown in both a table format and revised drawings that are sufficiently scaled and labeled. The drawings submitted with the application lack sufficient detail to make these determinations. 3. It is our understanding that a 10-year dredging permit was issued and modified for parcel 0518501150 (Cuigini Boathouse) was already issued by the City, the Corps, WDFW, and Ecology so the inclusion of this parcel for this project is unclear. Please explain why this parcel needs to be included with this project and how this proposal modifies the previous permitted dredging. 4. Also, please explain why parcel 0518500000, which includes the May Creek delta, is part of this proposal. Previous environmental materials, including the Biological Asssessment completed for the Barbee Mill Boathouse dredge dated July 11, 2007 specfically stated that the dredging a 10,000 square foot area by 2 feet every 3-5 years with some variation due to sediment deposition rates was the minimum necessary for the project's purpose. This was proposed as a Chinook salmon conservation measure along with other actions. Since this time, the boathouse parcel, 0518501150, requested a Corps permit to expand the dredge area by an additional 14,000 square feet without clear documentation that the initial sedimentation deposition rates had exceeded those anticipated with the smaller dredge foot print. Before either the boathouse or the May Creek delta parcel to the north are included in this dredging proposal, the applicant should provide the following: Complete documentation that all previous fish habitat conservation measures required under the previous dredging permits have been fully implemented. An initial list of these measures is available in the 2007 BA and the 2012 BA for the expanded dredge at the boathouse; A new bathymetry study to show that previous dredging was completed as permitted to depths and areas as shown; The location and success of previous mitigation measures for the previously permitted dredging work; 1 EXHIBIT 14 5. Also parcel 3342700009 (3907 Lake Wasington Boulevard) currently does not have a dock or any structure that provides moo rage. Therefore, why this parcel needs to be dredged is not apparent. Future undefined moorage needs are not a reason to allow dredging of imporant shallow water habitat for juvenile salmon as the moorage needs can be accommodated by other means (i.e. expansion of existing joint moorage facilities, buoys, etc.) 6. More information is also needed regarding the necessary navigational depth profile that all of these parcels need. Again this information should be presented individually by the parcels listed in the NOA. 7. Monitoring data from previous dredging work should be provided, too, as it is important to see if previous dredging work complied with Clean Water Act requirements and needs of salmon. 8. The application references the Sediment Sampling and Analytical Results prepared by Lloyd and Associates (revised December 12, 2016). This document was not included in the materials sent via email. We would appreciate a copy for our review. 9. One document that was sent via email with the Notice of Application is the Biological Assessment dated August 27, 2012 is for the dredging at the Boathouse parcel (0518501150); the parcel immediately south 3342700005 (4079 Lake Washington Boulevard); and a portion of parcel 3342700007 (3909 Lake Washington Boulevard). It does not cover dredging at the other parcels noted in the NOA. 10. The assessment regarding potential salmon impacts as described in the 2012 Biological Assessment is based on limited information (i.e. Tabor et al 2004). Much more research data and information has been collected since this and should be used in a revised Biological Assessment or another environmental assessment format. For example, see http://www.gov Ii n k.o rg/watersheds/8/pdf /L WG I_ Sa Imo nSyn 123108. pdf; http://www.gov Ii n k.o rg/watersheds/8/ pdf /RT a bor-Seattle-mtg-12-08-2010. pdf and other reports by Roger Tabor and other scientists are available. 11. Further information is also needed regarding the proposed mitigation. As part of this revised information, there should be discussion and figures showing where and what mitigation was required and completed from the previous dredging permits. With this information, the proposed mitigation for the expanded permit by parcel should be shown so reviewers can clearly see where impacts are occuring, where past mitigation has occurred, and the proposed mitigation actions. Given the site-specific and potential cumulative impacts to juvenile Chinook and other salmon species from this project, it is essential that these data/information and project detail gaps be addressed prior to the City's completion of environmental review to avoid further permitting and project details. At this time, the project has not demonstrated a "no-net loss" in part because of these data and information gaps. We appreciate the opportunity to review this proposal and look forward to reviewing the revised information that addresses the concerns and gaps described above. We may have further comments once we have reviewed this information. Please let me know if you have any questions. Thank you, Karen Walter Watersheds and Land Use Team Leader Muckleshoot Indian Tribe Fisheries Division Habitat Program 39015 172nd Ave SE Auburn, WA 98092 253-876-3116 From: Jennifer Cisneros [JCisneros@Rentonwa.gov] Sent: Friday, January 13, 2017 4:27 PM To: Erin Slaten; Karen Walter; Laura Murphy Cc: Clark Close; Justin T. Johnson Subject: City of Renton (SEPA) Notice of Application-Sediment Deposition Mitigation-LUA16-00977, ECF, SM In addition you will find the Biological Assessment and Stream/Lake Study attached. NOTICE OF APPLICATION AND PROPOSED DETERMINATION OF Non-significance-mitigated (dns-M) A Master Application has been filed and accepted with the Department of Community & Economic Development (CED) - Planning Division of the City of Renton. The following briefly describes the application and the necessary Public Approvals. DATE OF NOTICE OF APPLICATION: January 13, 2017 LAND USE NUMBER: LUA16-000977, ECF, SM PROJECT NAME: Sediment Deposition Mitigation PROJECT DESCRIPTION: The applicant is requesting approval of a Shoreline Substantial Development Permit, a Hearing Examiner Special Fill and Grade Permit and Environmental (SEPA) Review to continue periodic dredging of Lake Washington in the vicinity of the May Creek Delta as a result of soil and sediment accumulation. In recent history, the area was dredged in 1994, 1997, 2001/2002, and 2011. The proposed dredging project is estimated to be required every 3-5 years in order to maintain and preserve navigational access to the boathouse, shared use dock, and recreational access to Lake Washington for four (4) single-family residences (Lake Houses at Eagle Cove). Approximately 2,500 to 4,000 CY would be dredged during each dredging event. The proposed project site is located from 3905 Lake Washington Blvd N to the boat house just north of 3979 Lake Washington Blvd N (APN's 3342700011, -0009, -0007, - 0005, and 0518501150) in Renton, WA. Within Lake Washington, dredging work may also spill over onto the May Creek Delta parcel (APN 0518500000), located just north of the project site. The parcels are zoned Residential-6 (R-6) and Residential-10 (R-10). The dredging and mitigation work is anticipated to begin in the summer of 2017. PROJECT LOCATION: 3905-3979 Lake Washington Blvd N OPTIONAL DETERMINATION OF NON-SIGNIFICANCE, MITIGATED (DNS-M): As the Lead Agency, the City of Renton has determined that significant environmental impacts are unlikely to result from the proposed project. Therefore, as permitted under the RCW 43.21C.110, the City of Renton is using the Optional DNS-M process to give notice that a DNS-M is likely to be issued. Comment periods for the project and the proposed DNS-M are integrated into a single comment period. There will be no comment period following the issuance of the Threshold Determination of Non- Significance-Mitigated (DNS-M). This may be the only opportunity to comment on the environmental impacts of the proposal. A 14-day appeal period will follow the issuance of the DNS-M. PERMIT APPLICATION DATE: December 29, 2016 NOTICE OF COMPLETE APPLICATION: January 13, 2017 APPLICANT/PROJECT CONTACT PERSON: Michael Lloyd, Lloyd & Associates, Inc./ 255 Camaloch Dr./ Camano Island, WA, 98282 / 425-785-1357 / mlloydassociates@gmail.com<mailto:mlloydassociates@gmail.com> Permits/Review Requested: Shoreline Substantial Development Permit (SSDP), Hearing Examiner Special Fill and Grade Permit and Environmental (SEPA) Review Other Permits which may be required: Construction Permit Requested Studies: Biological Assessment, Sediment Sampling and Analytical Results, and Standard Lake Study Location where application may be reviewed: Department of Community & Economic Development (CED) - Planning Division, Sixth Floor Renton City Hall, 1055 South Grady Way, Renton, WA 98057 PUBLIC HEARING: Public hearing is tentatively scheduled for March 14, 2017 before the Renton Hearing Examiner in Renton Council Chambers at 11:00 AM on the 7th floor of Renton City Hall located at 1055 South Grady Way. CONSISTENCY OVERVIEW: Zoning/Land Use: The subject site has a designation of Residential High Density (RHD) and Residential Medium Density (RMD) on the Comprehensive Land Use Map and Residential-10 (R-10) and Residential- 6 (R-6) on the City's Zoning Map. Environmental Documents that Evaluate the Proposed Project: Environmental (SEPA) Checklist, Biological Assessment and Standard Lake Study Development Regulations Used For Project Mitigation: The project will be subject to the City's SEPA ordinance, RMC 4-3-090 Shoreline Master Program Regulations; 4-9-070 Environmental Review; 4-9-190 Shoreline Permits and other applicable codes and regulations as appropriate. Proposed Mitigation Measures: The following Mitigation Measures will likely be imposed on the proposed project. These recommended Mitigation Measures address project impacts not covered by existing codes and regulations as cited above. § Project construction shall be required to comply with the recommendations found in the Sediment Sampling and Analytical Results prepared by Lloyd & Associates, Inc. (revised date December 12, 2016) and the Standard Lake Study prepared by Meridian Environmental, Inc. (dated December 23, 2016) or updated reports submitted at a later date. Comments on the above application must be submitted in writing to Clark H. Close, Senior Planner, CED-Planning Division, 1055 South Grady Way, Renton, WA 98057, by 5:00 PM on January 27, 2017. This matter is also tentatively scheduled for a public hearing on March 14, 2017, at 11:00 am, Council Chambers, Seventh Floor, Renton City Hall, 1055 South Grady Way, Renton. If you are interested in attending the hearing, please contact the Planning Division to ensure that the hearing has not been rescheduled at (425) 430-6578. Following the issuance of the SEPA Determination, you may still appear at the hearing and present your comments regarding the proposal before the Hearing Examiner. If you have questions about this proposal, or wish to be made a party of record and receive additional information by mail, please contact the project manager. Anyone who submits written comments will automatically become a party of record and will be notified of any decision on this project. CONTACT PERSON: Clark H. Close, Senior Planner; Tel: (425) 430-7289; Email: cclose@rentonwa.gov<mailto:cclose@rentonwa.gov> Jenny Cisneros, Administrative Secretary I City of Renton I CED I Planning Division 1055 S Grady Way I 6th Floor I Renton, WA 98057 Phone: 425.430.7272 I Fax: 425.430.7300 I jcisneros@rentonwa.gov<mailto:jcisneros@rentonwa.gov> [cid:image00l.png@01D26DB9.E12FCFBO] Clark Close From: Sent: To: Subject: Clark, Karen Walter <KWalter@muckleshoot.nsn.us> Monday, January 30, 2017 1:37 PM Clark Close RE: City of Renton (SEPA) Notice of Application-Lake Houses at Eagle Cover dredging, LUA16-00977, ECF, SM Thanks again for sending us the Sediment Sampling and Analytical Results report. From a quick review, the report is missing Attachments C and D, most importantly the actual sediment sampling results from Analytical Resources Inc. This information should be included and available for review. Best regards, Karen Walter Watersheds and Land Use Team Leader Muckleshoot Indian Tribe Fisheries Division Habitat Program Phillip Staff Building 39015-A 172ndAve SE Auburn, WA 98092 253-876-3116 I;\ 0..1,L,wMaym V Community & Economk Development C. E. "Chip" Vincent, Administrator February 3, 2017 Karen Walter Muckle shoot Indian Tribe Fisheries Division Habitat Program 39015 172nd Ave SE Auburn, WA 98092 SUBJECT: Sediment Deposition Mitigation Comment Response Letter LUA16-000977, ECF, SM Dear Ms. Walter: Thank you for your questions and comments related to the Sediment Deposition Mitigation application, dated January 27, 2017 and January 30, 2017, wherein you requested additional information regarding the subject project. Your project questions and comment included, but were not limited to, duration, phasing, extent of dredging, new study and research information, monitoring data from previous dredging work, further information on proposed mitigation, and more information from the applicant demonstrating no-net loss. The City of Renton has placed the project on hold and has asked the applicant to address your questions and comments. A full response to your questions will be forthcoming. Your emails have been included in the official project file and the reviewing official will consider your concerns and requests as part of their review. You have been made a party of record and if you have any additional questions moving forward please feel free to contact me at (425) 430-7289. Sincerely, Clark H. Close Senior Planner cc: Robert Culginl / Owner and Applicant Michael Lloyd/ Contact File EXHIBIT 15 1055 South Grady Way, Renton, WA 98057 • rentonwa.gov BV~ ~L~lo~y~d~&~A'"'s'"'s"!o!"'ci'"'aiit!-es .. ,~I~n~c ....... ~~~~~ .......................................... ..... 38210 SE 92nd Street, Snoqualmie, Washington 98065 425-785-1357 mlloydassociatcs@gmail.com February 10, 2017 Clark Close Senior Planner Community and Economic Development City of Renton Renton City Hall -6th Floor 1055 South Grady Way Renton, WA 98057-3232 Subject: Response to "On Hold" Notice Sediment Deposition Mitigation, LUA16-000977, ECF, SM Dear Mr. Close, We are responding to the "On Hold" Notice requesting response to public comments. Our project team viewed the comments as constructive. Your letter is provided in Attachment A to this response 1. What is the total duration of this dredging proposal? The NOA describes an every 3-5 year frequency but does not indicate the total number of years. The checklist notes a IO year permit to be conducted over two phases. It appears that phase 1 is a single year; however, there is no information for phase 2 and how the IO year request was derived. Response to Comment I. The Lake Houses at Eagle Cove (hereafter, Owners) have requested a 10 year permit from the City of Renton to conduct Sediment Deposition Mitigation dredging. If all permits are obtained and the Owners can proceed with Environmental Enhancement work and mitigation dredging, this first phase of the work will be completed this summer. The second phase of sediment mitigation dredging will likely occur within the next 5 years of the requested IO year permit. Because of weather, particularly severe storm events, and unpredictable deposition patterns, there is a potential for a third dredging event. A ten year permit has been requested because the Owners have no illusions that excessive sediment deposition from the May Creek Valley will be corrected any time soon by local government. Until such measures are implemented to mitigate upstream erosion, the Owner's problem will not go away. This is why we have requested a IO year permit. 2. More information is needed regarding the full extent of dredging. The checklist describes dredging 2,500 to 4,000 cubic yards at the boathouse, boat ramp, and support recreational uses in the project area. The project's purpose and areas of proposed needs must be substantiated. The applicant needs to clarify the exact areas to be dredged by parcel number; the amount to be dredged in each area of each parcel; the specific need for dredging in each area of each parcel. This information should be shown in both a table format and revised drawings (including existing topography prior to dredging and final proposed topography after dredging of the lake bed) that are sufficiently scaled and labeled. The drawings submitted with the application lacks sufficient detail to make these determinations. Response to Comment 2. EXHIBIT 16 Clark Close From: Sent: To: Cc: Subject: Greetings, White, Kaitlyn R CN USARMY CENWS (US) <Kaitlyn.R.White@usace.army.mil> Monday, January 23, 2017 11:28 AM mlloydassociates@gmail.ocm rebekah.padgett@ecy.wa.gov; Clark Close Receipt of Proposed Determination of Non-Significance-Mitigation I have received the notice of application and proposed determination of non-significance-mitigated to dredge up to 4,000 cubic yards of sediment from Lake Washington every year for up to four years at Renton, Washington. The work would occur adjacent to a boathouse, boat ramp, and shared-used pier and may impact the May Creek. Lake Washington is a navigable Water of the U.S. regulated under Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Tributaries of Lake Washington, including May Creek, may be regulated under Section 404 of the Clean Water Act. The work that you are proposing in Lake Washington, and possibly May Creek, would likely require Department of the Army authorization through the U.S. Army Corps of Engineers. To date, a permit application for the proposed work has not been received. Information on the U.S. Army Corps of Engineers' Regulatory Program may be found here: http://www.nws.usace.army.mil/Missions/Civil-Works/Regulatory/. If you need assistance navigating Washington State's regulatory systems and permitting requirements, you may also go here: http://www.oria.wa.gov/site/alias oria/368/default.aspx Before conducting any work in Lake Washington or May Creek, please submit a permit application to the U.S. Army Corps of Engineers. Application materials should be sent here: U.S. Army Corps of Engineers Regulatory Branch P .0. Box 3755 Seattle, WA 98124-3755 It is also recommended that you also submit an application to the Washington State Department of Ecology at ecyrefedperm its@ecy .wa .gov. Kaitlyn White Project Manager, Regulatory Branch U.S. Army Corps of Engineers Seattle District (206) 316-3156 1 EXHIBIT 17 Denis Law Mayor Community & Economic Development C. E. "Chip" Vincent, Administrator February 3, 2017 Kaitlyn White U.S. Army Corps of Engineers Regulatory Branch P.O. Box 3755 Seattle, WA 98124-3755 SUBJECT: Sediment Deposition Mitigation Comment Response Letter LUA16-000977, ECF, SM Dear Ms. White: Thank you for your review comments regarding the Sediment Deposition Mitigation application, dated January 23, 2017, wherein you've indicated the proposed work in Lake Washington would likely require Department of the Army authorization through the U.S. Army Corps of Engineers. Your email correspondence has been included in the official project file and the reviewing official has informed the applicant that Department of the Army authorization through the U.S. Army Corps of Engineers must be obtained before conducting any of the subject work in Lake Washington. The applicant received a US Army Corps of Engineers permit last spring (enclosed) and will need to be amended to conform to the proposed City of Renton Grade and Fill Permit. You have been made a party of record and if you have any further questions please feel free to contact me at 425-430-7219 or cclose@rentonwa.gov. Thank you. Sincerely, Clark H. Close Senior Planner Enclosure cc: Robert Cuigini / Owner and Applicant Michael Uoyd / Contact File EXHIBIT 18 1055 South Grady Way, Renton, WA 98057 • rentonwa.gov Sediment Deposition Mitigation -The Lake Homes at Eagle Cove Construction Mitigation Description (5 copies) Applicability: Item 7 -Grade and Fill Permit Item 8 -Shoreline Substantial Development Permit 7.1 Proposed Construction Dates In-water work at Eagle Cove will comply with the HPA (Hydraulic Project Approval) requirements provided in our recent HPA (July 2016). This "fish window" runs from July 16th to September 15th of each year during the 5 year permit duration. The intent is to protect potential spawning salmon and other fisheries in Lake Washington and nearby May Creek. Pending approval of permits from the City of Renton, the HPA will be amended. 7.1 Days and Hours of Operation In-water work (Environmental Enhancement and Dredging) will occur during daylight hours between 7 AM and 7 PM on weekdays to minimize noise impacts to neighboring residences on weekends and evenings. Daylight hours are also substantially more protective of worker safety. Additionally, daylight hours will better allow for visual observation of dredging activities, potential turbidity generation during dredging, salmon and other fishes observation (preservation/protection), and dealing with potential emergencies that may arise. 7.3 Proposed Haulingllransportation routes/Preliminary Traffic Control Plan The materials to be dredged are principally fine to medium sands with some gravel that is well- draining fill material. Sediments do not contain any substantial silt or clay. There are three potential options for handling this material. Option I -Off-loading at the boat ramp on Lot A and trucking the materials off site Option 2 -Off-loading the barge at a site on Lake Washington or Lake Union (TBD) Option 3 -Open Water, Ocean Disposal Option I. It may be possible to off-load sediments directly to trucks at the Boat Ramp at Lot A. Sediments would be placed on a flat barge and allowed to "dry" to the extent that water will not leak during transit. If "free" water is observed, then trucks will be lined to eliminate drippage on public highways. The major downside to this option is having to haul sediments through the Barbee Mill Development and potentially disturb residents more than other options. Item 7 -Construction Mitigation Description EXHIBIT 19 7-1 Sediment Deposition Mitigation -The Lake Homes at Eagle Cove Dry sediments would be hauled off-site for sale or other beneficial use. Clean sands are a commodity in demand, so this is a viable option in that regard. Option 2. Clean sediments can be dredged to a barge and off-loaded to another site on Lake Washington (outside of the City of Renton or Lake Union for off-loading and beneficial reuse. Currently, negotiations have been underway for a site (not in the City of Renton) that may be an opportunity for receiving sediments for beneficial reuse. For example, it may be that the City of Renton or other "lake municipalities" will have an interest in obtaining clean sands and gravels delivered to their door. Option 3. Ocean disposal is an option for receiving clean sediments from the project site at the Puget Sound Open Disposal site. Additional sediment sampling may be necessary to meet USACE requirements for ocean disposal. While ocean disposal is available, it seems to be a counter-intuitive use for clean materials that can be beneficially reused. 7.4 Measures to be Implemented to Minimize Dust, Erosion, Mud Dust Abatement. Because sediments are well draining, they will be damp but not wet with a low potential for generating dust. No special dust abatement measures are anticipated during dredging and handling on site. If sediments are trucked off-site, all trucks will be covered to minimize dust generation or potential wind generated loss ... Erosion Control. No upland soils or structures will be impacted or modified in any way at the project site. Sediment deposition mitigation dredging should not cause any in-water impacts as regulated by the Department of Ecology in their Water Quality Certification. Potential turbidity will be monitored in real time during in-water work Dredged sediments will be placed on a flat barge that will be lined with straw bales wrapped in erosion control fabric to minimize potential turbidity in return water, as sediments further dewater in accord with anticipated Water Quality Certification. If either Option 1 or Option 2 is implemented for handling sediments, a detailed Traffic Control Plan will be generated and implemented (see section 7.5) Mud Control. Dredging operations will be conducted at all times to minimize disturbance or siltation to adjacent waters. Because dredged materials arc principally sandy sediments with nominal silt or clay, virtually no mud will be generated by this project. In the event of excessive turbidity, fish distress, fish kill, or other water quality problem, dredging operations and placement will be stopped until the problem is corrected, and the Department of Ecology has been notified. Noise Control. Dredging will occur during daylight hours to minimize noise to neighboring businesses and residences during weekend and nighttime hours. Some temporary increase in noise is unavoidable from the operation of heavy equipment. Noise levels will approximate those generated by equipment operated at the former sawmill. Potential noise impacts may be limited by utilizing equipment that is well muffled. Because sound travels over water Item 7 -Construction Mitigation Description 7-2 Sediment Deposition Mitigation -The Lake Homes at Eagle Cove very well, baffles on the dredging equipment will be installed if noise levels are unacceptable. Other Noxious Characteristics. Sediments have been previously sampled and tested for potential contamination. Test results from multiple testing events over the years indicate that sediments are clean sands and gravels. No sediment quality criteria have been exceeded, and sediments present no substantial environmental threat to human health or the environment. Nevertheless, a spill of petroleum products (hydraulic fluid, diesel, other) is always a concern. All equipment operating over-water will be enclosed with a containment boom to capture a potential spill and to aid in cleanup by not allowing a potential spill to spread or disperse. Most dredging contractors now use a peanut or other vegetable -based hydraulic oil to minimize petroleum releases. Contractors will carry spill control materials on board floating equipment so that in the event of a spill or leak, there will be no delay in containment to minimize potential impacts. An approved Spill Control and Countermeasures Plan (SPCC Plan) is required by the Coast Guard for all equipment operating in/over water. A copy of the selected contractor's plan will be provided to the City of Renton. This plan will be implemented in case of a spill, or leak. Because of this potential for a spill, prevention and a proactive approach is always the best measure. A trained and educated work force, trained in spill protection and cleanup is essential. Additionally, it is critical that all equipment is maintained in good operating condition and all hydraulic lines and fittings be routinely inspected on a daily basis. The most common leak to the waters of the state arises from failing hydraulic hoses and fittings. Refueling of equipment over the water will not be allowed during the short duration of the project. These risks can and will be minimized with maintained equipment, trained personnel, equipment inspections, containment booms, and related proactive measures to minimize the potential impacts arising from a spill or a leak into the waters of the state .. 7.5 Preliminary Traffic Control Plan In Section 7 .2 above, we detailed and discussed the primary options for beneficial reuse or disposal of sediments. A full traffic control plan will be prepared, and submitted to the City of Renton for review and approval of a "hauling permit" if dredged materials are trucked off site on public highways. It is currently anticipated that approximately 2,500 to 3,000 CY of sandy sediments will be moved during the next dredging event. This would translate to approximately 350 truck loads. If tandem trucks are used, the number of trips would be reduced by 50%. If dredging occurs over 10 day period, that would equate to approximately 35 tandem trucks per day during approved hauling times of lower traffic volume. Hauling of sediments will not occur on weekends. The preliminary haul route for trucks will leave the project site is as follows: • Travel north on Lake Washington Boulevard N, • Continue to destination on 1-405. Item 7 -Construction Mitigation Description 7-3 Sediment Deposition Mitigation -The Lake Homes at Eagle Cove Off site movement of dredged materials will comply with Traffic control permit requirements detailed below: • Obtain City approval of the Traffic Control Plan in compliance with the Manual on Uniform Traffic Control Devices. • Comply with all traffic regulations of the City of Renton and the State of Washington. • No street or lane closures are anticipated. • Notify emergency services (253-852-2121) as soon as possible for any street or Jane closures in the event of a truck break down or other traffic impediment. • Indemnify and hold harmless the City of Renton from any and all claims, actions, and judgments, including all costs of defense and attorney's fees incurred in defending against same, arising from and related to implementation of the approved traffic control plans including claims arising from towing of private vehicles and the acts of the Permit Holder's agents and employees. • The City of Renton shall be entitled, in its reasonable discretion, to settle claims prior to suit or judgment, and in such event shall indemnify and hold harmless the City for any such claims paid, including the City's reasonable attorney's fees and litigation costs incurred resulting from such claim. • In the event any claim or suit is brought against City within the scope of this Agreement, Permit Holder will pay for legal counsel chosen by the City to defend against same. • Flagger and sign placement are subject to revision by the City Inspector on site, if needed to address traffic or pedestrian safety or travel. • Work Zone Traffic Control shall be in accordance with the Manual on Uniform Traffic Control Devices (MUTCD) and shown by sketch or reference to WSDOT. • The plan must be submitted to the City's PW/Transportation Division for review and/or approval at least three working days prior to work. • Approved Temporary Traffic Control Plan must be at the work site during work hours. • Contractor or entity must call Renton School District (425-204-4455) or any public/private agency to be affected by a temporary lane or road closure. • •Complete assistance and accommodation shall be provided to all kinds of pedestrian traffic when sidewalk or walkway is impeded. • Total road closure lasting more than 24 hours is subject to the approval by the City Council. • Any vehicle, equipment, barricade, or portable tow-away sign used within the work area must display a company logo or any legally acceptable sign showing the company name, address, and telephone number at a conspicuous place on the vehicle or equipment. In the case of Temporary No Parking Zones, all the following apply in addition to previous: • Contractor must complete form to show limits of Temporary No Parking Zone identifying barricade locations for vacate parking or curb lane usage. • •Contractor must post notice of dates and time of Temporary No Parking Zone with at least two signs per block 72 hours in advance of effective date and time. • The cover sheet of this Traffic Control Plan form must be attached to each Temporary No Parking Sign on the project site. Item 7 -Construction Mitigation Description 7-4 Sediment Deposition Mitigation -The Lake Homes at Eagle Cove • Temporary traffic control devices must be removed immediately when work is done or no construction activities are going on. If deemed abandoned. Item 7 -Construction Mitigation Description 7-5 ADVISORY NOTES TO APPLICANT LUA 16-000977 Kenton® Application Date: December 29, 2016 Name: Sediment Deposition Mitigation Site Address: 3907 Lake Washington Blvd N Renton, WA 98056-1500 PLAN -Planning Review -Land Use Version 1 I February 03, 2017 Coinrriuptty Services Review Comments Contact: Leslie Betlach I 42~0-66191 LBeUach@rentonwa.gov Recommendations: 1. There are no impacts to parks. Planning Review Comments Contact: Clark Close I 425-430-7289 I ccfose@rentonwa,gov 1. What is the total duration of this dredging proposal? The NOA describes an every 3 5 year frequency but does not indicate the total number of years. The checklist notes a 10 year permit to be conducted over two phases. It appears that phase 1 is a single year; however, there is no information for phase 2 and how the 10 year request was derived. 2. More information is needed regarding the full extent of dredging. The checklist describes dredging 2,500 to 4,000 cubic yards at the boathouse, boat ramp, and support recreational uses in the project area. The project's purpose and areas of proposed needs must be substantiated. The applicant needs to clarify the exact areas to be dredged by parcel number; the amount to be dredged in each area of each parcel; the specific need for dredging in each area of each parcel. This information should be shown in both a table format and revised drawings (including existing topography prior to dredging and final proposed topography after dredging of the lake bed) that are sufficiently scaled and labeled. The drawings submitted with the application lacks sufficient detail to make these determinations. 3. It is our understanding that a 10 year dredging permit was issued and modified for parcel 0518501150 (Cuigini Boathouse) was already issued by the City, the Corps, WDFW, and Ecology so the inclusion of this parcel for this project is unclear. Please explain why this parcel needs to be included with this project and how this proposal modifies the previous permitted dredging. 4. As part of the Notice of Application, City staff indicated that the dredging work may inadvertently spill over onto the May Creek Delta parcel (APN 0518500000), which includes the May Creek delta, due to the close proximity of the dredging work and lack of any survey monuments in Lake Washington. Previous environmental materials, including the Biological Assessment completed for the Barbee Mill Boathouse dredge dated July 11, 2007 specifically stated that the dredging a 10,000 square foot area by 2 feet every 3 5 years with some variation due to sediment deposition rates was the minimum necessary for the project's purpose. This was proposed as a Chinook salmon conservation measure along with other actions. Since this time, the boathouse parcel, 0518501150, requested a Corps permit to expand the dredge area by an additional 14,000 square feet without clear documentation that the initial sedimentation deposition rates had exceeded those anticipated with the smaller dredge foot print. Before either the boathouse or the May Creek delta parcel to the north are included in this dredging proposal, the applicant should provide the following: a. Complete documentation that all previous fish habitat conservation measures required under the previous dredging permits have been fully implemented. An initial list of these measures is available in the 2007 BA and the 2012 BA for the expanded dredge at the boathouse; b. A new bathymetry study to show that previous dredging was completed as permitted to depths and areas as shown; and c. The location and success of previous mitigation measures for the previously permitted dredging work. 5. Also parcel 3342700009 (3907 Lake Washington Blvd N) currently does not have a dock or any structure that provides moorage. Therefore, why this parcel needs to be dredged is not apparent. Future undefined moorage needs are not a reason to allow dredging of important shallow water habitat for juvenile salmon as the moorage needs can be accommodated by other means (i.e. expansion of existing joint moorage facilities, buoys, etc.). 6. Please provide additional information regarding the necessary navigational depth profile for each parcel. This information should be presented parcel by parcel in a table. 7. Please provide monitoring data from previous dredging work. It is important to see if previous dredging work complied with Clean Water Act requirements and needs of salmon. 8. One document that was sent via email with the Notice of Application is the Biological Assessment dated August 27, 2012 is for the dredging at the Boathouse parcel (0518501150); the parcel immediately south 3342700005 (3979 Lake Washington Blvd N); and a portion of parcel 3342700007 (3909 Lake Washington Blvd N). lt does not cover dredging at the other parcels noted in the master land use application or NOA. Please indicate the control mechanism to avoid any spill over onto the May Creek Delta parcel (APN 0518500000) and why dredging work of parcels 3342700009 (3907 Lake Washington Blvd N) and 3342700011 (3905 Lake Washington Blvd N) were included in the proposal. 9. The assessment regarding potential salmon impacts as described in the 2012 Biological Assessment is based on limited information {i.e. Tabor et al 2004). Much more research data and information has been collected since this and should be used in a revised Biological Assessment or another environmental assessment format. See http://www.govlink.org/watersheds/8/pdf/L WG I_ SalmonSyn 123108.pdf; http:l/www.govlink.org/water sheds/8/pdf/RT abor Seattle mtg 12 08 201 O.pdf and other reports by Roger Tabor and other scientists are available. 1 o. Please provide additional discussion and figures showing where and what mitigation was required and completed from the previous dredging permits. 11. The Sediment Sampling and Analytical Results report. From a quick review, the report is missing Attachments C and 0, most importantly the actual sediment sampling results from Analvtical Resources Inc. This information should be included and available for review. EXHIBIT 20 Ran: March 02, 2017 Page 1 of3 ADVISORY NOTES TO APPLICANT LUA 16-000977 Itenton® PLAN • Planning Review -Land Use Version 2 I March 02, 2017 El)~lneerlng R'!~i c;mni~n*.; t •... V • .{ ~onij!it: JtsM J.ohns~n} ~26-l~Q-7ie1 I jljoh~on@rintonwa.~o~ Recommendations: A copy of the existing topography (prior to dredging) and final topography (after dredging) of the lake bed shall be provided to the City of Renton. Re00mIT18ndations: A··traffic Contl"OI pian will rieed tO be submitted and approved p1for to the start of construction. Construction ·hours shall be in accordance with City Standards (Monday 7•00 am 8•00 pm, hauling hours• Monday Friday (8•30 AM 3•00 PM) or as established in the aooroved traffic control plan. .. ' clintad: Clai1c.Closei"42S430-7289 I ccle>se@renlonwa'.gov RESOLVED: 1. What is the total duration of this dredging proposal? The NOA describes an every 3 5 year frequency but does not indicate the total number of years. The checklist notes a 10 year permit to be conducted over two phases. It appears that phase 1 is a single year; however, there is no information for phase 2 and how the 10 year request was derived. 2. More information is needed regarding the full extent of dredging. The checklist describes dredging 2,500 to 4,000 cubic yards at the boathouse, boat ramp, and support recreational uses in the project area. The project's purpose and areas of proposed needs must be substantiated. The applicant needs to clarify the exact areas to be dredged by parcel number; the amount to be dredged in each area of each parcel; the specific need for dredging in each area of each parcel. This information should be shown in both a table format and revised drawings (including existing topography prior to dredging and final proposed topography after dredging of the lake bed) that are sufficiently scaled and labeled. The drawings submitted with the application lacks sufficient detail to make these determinations. 3. It is our understanding that a 10 year dredging permit was issued and modified for parcel 0518501150 {Cuigini Boathouse) was already issued by the City, the Corps, WDFW, and Ecology so the inclusion of this parcel for this project is unclear. Please explain why this parcel needs to be included with this project and how this proposal modifies the previous permitted dredging. 4. As part of the Notice of Application, City staff indicated that the dredging work may inadvertently spill over onto the May Creek Delta parcel (APN 0518500000), which includes the May Creek delta, due to the dose proximity of the dredging work. and lack of any survey monuments in Lake Washington. Previous environmental materials, including the Biological Assessment completed for the Barbee Mill Boathouse dredge dated July 11, 2007 specifically stated that the dredging a 10,000 square foot area by 2 feet every 3 5 years with some variation due to sediment deposition rates was the minimum necessary for the project's purpose. This was proposed as a Chinook salmon conservation measure along with other actions. Since this time, the boathouse parcel, 0518501150, requested a Corps permit to expand the dredge area by an additional 14,000 square feet without clear documentation that the initial sedimentation deposition rates had exceeded those anticipated with the smaller dredge foot print. Before either the boathouse or the May Creek delta parcel to the north are included in this dredging proposal, the applicant should provide the following: a. Complete documentation that all previous fish habitat conservation measures required under the previous dredging permits have been fully implemented. An initial list of these measures is available in the 2007 BA and the 2012 BA for the expanded dredge at the boathouse; b. A new bathymetry study to show that previous dredging was completed as permitted to depths and areas as shown; and c. The location and success of previous mitigation measures for the previously permitted dredging work. 5. Also parcel 3342700009 (3907 Lake Washington Blvd N) currently does not have a dock or any structure that provides moorage. Therefore, why this parcel needs to be dredged is not apparent. Future undefined moorage needs are not a reason to allow dredging of important shallow water habitat for juvenile salmon as the moorage needs can be accommodated by other means (i.e. expansion of existing joint moorage facilities, buoys, etc.). 6. Please provide additional information regarding the necessary navigational depth profile for each parcel. This information should be presented parcel by parcel in a table. 7. Please provide monitoring data from previous dredging work.. It is important to see if previous dredging work complied with Clean Water Act requirements and needs of salmon. 8. One document that was sent via email with the Notice of Application is the Biological Assessment dated August 27, 2012 is for the dredging at the Boathouse parcel (0518501150); the parcel immediately south 3342700005 (3979 Lake Washington Blvd N); and a portion of parcel 3342700007 {3909 Lake Washington Blvd N). It does not cover dredging at the other parcels noted in the master land use application or NOA. Please indicate the control mechanism to avoid any spill over onto the May Creek Delta parcel (APN 0518500000) and why dredging work of parcels 3342700009 (3907 Lake Washington Blvd N) and 3342700011 (3905 Lake Washington Blvd N) were included in the proposal. 9. The assessment regarding potential salmon impacts as described in the 2012 Biological Assessment is based on limited information (i.e. Tabor et al 2004). Much more research data and information has been collected since this and should be used in a revised Biological Assessment or another environmental assessment format. See http://www.govlink.org/watersheds/8/pdflLWGI_ SalmonSyn 123108.pdf; http://www.govlink.org/water sheds/8/pdf/RTabor Seattle mtg 12 08 2010.pdf and other reports by Roger Tabor and other scientists are available. 10. Please provide additional discussion and figures showing where and what mitigation was required and completed from the previous dredging permits. 11. The Sediment Sampling and Analytical Results report. From a quick review, the report is missing Attachments C and D, most importantly the actual sediment sampling results from Analytical Resources Inc. This information should be included and available for review. Recommendations: 1. RMC section 4 4 030.C.2 limits haul hours between 8:30 am to 3-:-30 pin, MonciaY through Fricfoy unless otherwise Ran: March 02, 2017 Page 2 of 3 ADVISORY NOTES TO APPLICANT LUA16-000977 ----~rtenton 0 PLAN -Planning Review -Land Use Version 2 I March 02, 2017 Planning Review Comments Contact: Clark Close 1425430-7289 I cclose@rentonwa.gov approved by the Development Services Division. 2. Nonresidential construction activities shall be restricted to the hours between seven o'clock (7:00) a.m. and eight o'clock (8:00) p.m., Monday through Friday. Work on Saturdays shall be restricted to the hours between nine o'clock (9:00) a.m. and eight o'clock (8:00) p.m. No work shall be permitted on Sundays. 3. The applicant will be required to provide a Temporary Erosion and Sedimentation Control Plan (TESCP) designed pursuant to the Department of Ecology's Erosion and Sediment Control Requirements. 4. The applicant may not fill, excavate, stack or store any equipment, dispose of any materials, supplies or fluids, operate any equipment, install impervious surfaces, or compact the earth in any way within the area defined by the drip line of any tree to be retained. 5. This permit is shall comply with the Bald and Golden Eagle Protection Act. The permitted is responsible for adhering to the U.S. Fish and Wildlife Service National Bald Eagle Management Guidelines (2007) and /or your U.S. Fish and Wildlife Service permit. 6. Other permits from other agencies may be required prior to construction. Required permits may include but are not limited to a Department of Ecology Water Quality Certification, Amendment of an existing Hydraulic Project Approval from Washington State Department of Fish and Wildlife, and an Amendment of an existina U.S. Arrnv Coros of Engineers dredcie permit. Ran: March 02. 2017 Page 3 of 3 WASHINGTON FORESTRY CONSULTANTS, INC. FORESTRY AND VEGETATION MANAGEMENT SPECIALISTS w F C I 360/943-1723 FAX 380/943-4128 1919 Yelm Hwy SE, Suite C Olympia, WA 98501 -Revised Tree Protection Plan- VALLEY MEDICAL CENTER 400 South 43rd Street Renton, WA Prepared for: UW Medicine: Valley Medical Center Prepared by: Washington Forestry Consultants, Inc. Original Plan Date: Revised Plan Date: September 20, 2016 October 18, 2016 The project proponent is planning to construct a new parking garage and medical office building on the Valley Medical Center campus. The campus is a collection of 14 parcels on 33.07 acres at 400 South 43rd Street in Renton, WA. The proponent has retained WFCI to: • Evaluate and inventory all trees on the site pursuant to the requirements of City of Renton Tree Protection Ordinance. • Make recommendations for retention of significant trees, along with required protection and cultural measures. Observations Methodology In accordance with Renton Municipal Code 4-4-130, WFCI has evaluated all significant trees on site. This includes cottonwood and red alder trees 8 inches diameter at breast height (DBH) and larger, and all other trees 6 inches DBH and larger, and assessed their potential to be incorporated into the new project. Trees were numbered on a map, but not marked in the field. The tree evaluation phase used methodology developed by Nelda Matheny and Dr. James Clark in their 1998 publication Trees and Development: A Technical Guide to Preservation of Trees during Land Development. URBAN/RURAL FORESTRY • TREE APPRAISAL • HAZARD TREE ANALYSIS RIGHT-OF-WAYS• VEGETATION MANAGEMENT• ENVIRONMENTAL STUDIES• CONTRACT FORESTERS Member of International Society of Arboriculture and Society of American Forastsrs Valley Medical Center -Revised Tree Protection Plan Site Description The Valley Medical Center (VMC) campus is built on a west-facing slope. The site has been terraced and constructed to accommodate multiple buildings and parking areas. Panther Creek flows along the northerly portion of the VMC ownership. The VMC is bordered by Talbot Road on the east, South 43rd Street on the south, and State Route 167 borders the west side of the site. Soil Depth and Productivity According to the King County Soil Survey there is one soil type on the site. The Alderwood gravelly sandy loam is a moderately deep, moderately well drained soil type formed on glacial till plains. It formed in ablation till overlying basal till. A weakly cemented hardpan occurs at a depth of 30 inches. It is strongly compacted and crushes to very gravelly loamy sand. Permeability is moderately rapid above the hardpan and very slow in the pan. Available water capacity is low. The effective rooting depth for trees is 20 to 40 inches. A seasonal high water table fluctuates between depths of 18 to 36 inches from November to March. Runoff is slow and the hazard to erosion is slight. Windthrow potential is rated as 'slight'. In areas where grading brings the hardpan nearer to the surface, the hardpan must be fractured under new trees to provide soil volume for root development and to improve drainage around the tree. Figure 1. Soils map-Natural Resource Conservation Service. Washington Forestry Consultants, Inc. 2 Valley Medical Center -Revised Tree Protection Plan Figure I above shows the soil types on site. The Alderwood gravelly sandy loams are labeled with 'AgC' and 'AgD'. The 'Sk' and 'Ur' labels stand for Seattle muck and Urban Land, respectively. Neither of these are significant to this project. Existing Tree Conditions For the purposes of this report, an inventory of trees and their condition was done for each tax lot, and then a summary is provided. Please refer to the maps in Appendix I and II for lot locations. Lot 1 This 15.04 acre lot includes three forest cover types: I) the landscaped/planted trees by the parking lots and buildings, 2) the wetland/stream buffer trees, and 3) the Puget Sound Energy Arboretum -a strip of ornamental trees along the eastern boundary. D'.I!tl -These are the landscape trees among the parking lots and buildings. The predominant species are London plane (Platanus x acerifolia), Norway maple (Acer platanoides), red maple (Acer rubra), and cherry (Pnmus spp.). A total of 17 species occur in this type. The diameters range from 6 to 28 inches DBH (diameter at breast height). The trees range from good to very poor condition, but none are considered hazardous. Table I below provides a summary of the tree inventory for Type I. Table 1 Summary of Trees in Type I within Lot I. # of #of Poor DBHRange Healthy Health Species Snecies (in) Total Trees Trees Trees Comnosition Callery Pear 9-13 5 5 0 3.36% Cherry 6-23 13 7 6 8.72% Crabapple 5-7 6 I 5 4.03% Douglas-fir 12-22 6 6 0 4.03% London 6-28 30 30 0 20.13% Plane Norway 6-14 23 23 0 15.44% Maple Red Maple 7-21 39 29 10 26.17% Scotch Pine 6-9 6 6 0 4.03% White Ash 7-21 II 2 9 7.38% Other* 7-26 10 8 2 6.71% Total 5-28 149 117 32 100% *Includes multiple other species with only 1 or 2 individuals. The understory, where it occurs, is grass and other planted landscaping shrubs. Washington Forestry Consultanls, Inc. 3 Valley Medical Center -Revised Tree Protection Plan IY!)ill -This type consists of the trees in the wetland and stream buffers in the northwest corner of Lot 1. This is a critical area that is not buildable, so this tree inventory is not included in the tree inventory calculations. There are approximately 40 trees per acre in this type. The species include black cottonwood (Populus trichocarpa), red alder (A/nus rubra), bigleaf maple (Acer macrophyllum), and willow (Salb: spp.). Tree condition ranges from dead to fair, and DBH ranges from 6 to 32 inches. The understory shrub cover in Type II includes Himalayan blackberry (Rubus armeniacus), young willow shrubs, horsetail (Equisetum spp.), cow parsnip (Heracleum maximum), Devil's club (Oplopanax horridus), and grasses. ~ -This type consists of the trees within the Puget Sound Energy Arboretum. There are a total of 61 species of trees in this arboretum, but only 26 were over 6 inches DBH. The trees are generally in fair condition, with one poor condition tree and two good condition trees. The diameters ranged from 6 to 13 inches DBH. The understory in this type is grass. Lot2 This 0.43 acre lot includes one forest cover type: the landscaped/planted trees by the parking lots and buildings. ITI1tl -This type consists of 4 cherry trees, one red maple tree, and two Japanese black pine (Pinus thunbergii) trees. The diameters range from 6 to 10 inches DBH. The trees range from fair to poor condition, but are all healthy enough to be retained. Table 2, below, displays the tree inventory summary for Lot 2. Table 2 Summary of Type I Trees in Lot 2 #of Poor DBH Range # of Healthy Health Species Species (in) Total Trees Trees Trees Composition Cherry 5-11 4 2 2 Black Pine 6 2 2 0 Red Maple 10 I 0 1 Total 5-11 7 4 3 The understory, where it occurs, is grass and other planted landscaping shrubs. Lot3 57.1% 28.6% 14.3% 100% This is a 0.31 acre lot with 3 Norway maple trees, 2 of which are below 6 inches in DBH. They are all in fair condition, and all could be retained based on health. The understory shrub cover consists of planted landscaping shrubs. Washington Forestry Consultants, Inc. 4 Valley Medical Center -Revised Tree Protection Plan Lot4 This 8.88 acre lot includes one forest cover type: the planted trees in and around the parking lots and buildings. Iwtl -This type contains 66 significant trees of 12 species. The major species include Scotch pine (Pinus sylvestris), Norway maple, red maple, dogwood (Cornus spp.), and cherry. The diameters range from 6 to 22 inches DBH. Tree health ranges from good to very poor condition, but none appear to be hazardous. A summary of the tree inventory is provided in Table 3 below. Table 3. Summary of Type I Trees in Lot 4. #of Poor DBHRange # of Healthy Health Species Species (in) Total Trees Trees Trees Composition Cherry 6-16 4 4 0 6.06% Dogwood 6-9 6 0 6 9.09% Norway 6-20 15 15 0 22.73% Maple Red Maple 8-16 11 10 I 16.67% Scotch Pine 6-22 20 19 1 30.30% Other* 6-18 IO 7 3 15.15% Total 6-22 66 55 11 100% *Includes mulliple other species with only 1 or 2 mdlVlduals. Eleven of the 66 trees are in poor or worse condition. The understory shrub cover in Lot 4 consists of planted landscaping shrubs and grass. Lot 5 This 0.86 acre lot includes one forest cover type which is the planted trees in and around the parking lots and buildings. IYl!tl -There are 13 significant trees. Species include cherry, mountain ash, bigleaf maple, and sweetgum (Liquidambar styraciflua). The diameters range from 6 to 17 inches DBH and the tree conditions are fair to good. All are healthy enough to be retained. No significant disease or insect problems were noted. A summary of the tree inventory is provided in Table 4 below. Washington Forestry Consultants, Inc. 5 Valley Medical Center -Revised Tree Protection Plan Table 4 Summary of the Type I trees in Lot 5 #of Poor DBHRange # of Healthy Health Species Species (in) Total Trees Trees Trees Composition Cherry 8-17 8 8 0 61.5% Sweetgum 6 3 3 0 23.1% Mountain 7 I I 0 7.7% Ash Bigleaf 10 I 1 0 7.7% Maple Total 6-17 13 13 0 100% All 13 trees are in fair or better condition. The understory shrub cover in Lot 5 consists of planted landscaping shrubs and grass. Lot6 This 3.27 acre lot includes two forest cover types: I) the landscaped/planted trees by the parking lots and buildings and 2) the wetland/stream buffer trees. Iyntl -This type includes 44 landscaping trees located in the parking lots and among the buildings. Norway maple and London Plane trees make up the majority of the trees in this type, with one red alder and one Japanese black pine. The diameters range from 6 to 20 inches DBH. All but I red alder tree is in fair or better condition. Table 5 below provides a summary of the tree inventory for Lot 6. Table 5. Summary of trees in Type I of Lot 6. # of Poor DBH Range # of Healthy Health Species Species (in) Total Trees Trees Trees Composition London 13-20 10 10 0 22.7% Plane Norway 8-14 32 32 0 72.7% Maple Red Alder 6 I 0 I 2.3% Black Pine 12 I 1 0 2.3% Total 6-20 44 43 1 100% The understory, where it occurs, is grass and other planted landscaping shrubs. mill -This type consists of 13 trees located in the wetland and stream buffers along the northern property boundaries of the Valley Medical Center campus. Species include black cottonwood, red alder, bigleafmaple, and Douglas-fir. Tree condition ranges from good to dead and DBH ranges from 11 to 20 inches. Washington Forestry Consultants, Inc. 6 Valley Medical Center -Revised Tree Protection Plan The trees in this type are in the critical area and are exempt from our calculations in this report. The understory shrub cover in Type II consists of Himalayan blackberry, young willow shrubs, horsetail, cow parsnip, Devil's club, and multiple vines and grasses. Lot 7 This 0.59 acre lot includes trees in the Panther Creek stream buffer critical area, similar the trees Type II of Lots 1 and 6. There are a total of 7 trees on this lot. The trees range in diameter from 7 to 21 inches DBH. Species include bigleaf maple, Douglas-fir, and cherry, five of which are in poor condition, mainly due to the growth of English ivy (Hedera helix) on the stem of the tree. Lot 8 This 0.74 acre lot includes 1 tree in the parking lot/landscaping area and the remainder of the trees are in the Panther Creek stream buffer. D'.lltl -This type includes one 8-inch cherry tree. It is in poor condition. Table 6 Summary of Trees in Type I Lot 8 #of # of Poor Species DBHRange Healthy Health Snecies /in) Total Trees Trees Trees Composition Cherry 8 1 0 1 100% Total 8 I 0 1 100% ~ -This type consists of the trees associated with the wetland and stream buffers along the northern property boundaries of the Valley Medical Center campus. There are 31 total trees in this type, with 19 trees in the critical (non-buildable) area and 12 trees in the buildable area. The 19 critical area trees in this type are in the protected area that will not be allowed for development, and as such these trees are exempt from our calculations in this report. Species include black cottonwood, red alder, bigleaf maple, western red cedar (Thuja plicata), and Douglas-fir. Tree conditions range from fair to dead, and DBH ranges from 9 to 26 inches. Table 7 Summary of Buildable Area Trees in Type II Lot 8 # of Poor DBH Range # of Healthy Health Species Snecies (in) Total Trees Trees Trees Comnosition Ash 10-22 5 2 3 41.67% Bigleaf 9-26 3 I 2 25% Manie London 16 I 0 I 8.33% Plane Washington Forestry Consultants, Inc. 7 Valley Medical Center -Revised Tree Protection Plan #of Poor DBHRange # of Healthy Health Species Species (in) Total Trees Trees Trees Composition RedMaole 14 1 0 1 8.33% Western Red 18 1 0 I 8.33% Cedar Scotch Pine 16 I 0 I 8.33% Total 9-26 12 3 9 100% Lot9 This 0.17 acre lot includes two red oak (Quercus rubra) trees in the landscaping strip between parking areas. The trees are healthy, potentially long-term trees if protected. Table 8. Summary of Type I Trees in Lot 9. #of Poor Species DBH Range # of Healthy Health Species (in) Total Trees Trees Trees Composition Red Oak 13-14 2 2 0 100% Total 13-14 2 2 0 100% The understory includes grass, weeds, and landscaping shrubs. Lot 10 This O .24 acre lot includes 7 red oak trees in the landscaping strip next to the building in Lot 12. Five of the trees are in fair condition, and two are in poor condition. Table 9. Summary of Type I Trees in Lot 10. #of Poor Species DBH Range # of Healthy Health Species (in) Total Trees Trees Trees Composition Red Oak 6-13 7 5 2 100% Total 6-13 7 5 2 100% The understory includes English ivy, grass, weeds, and landscaping shrubs. Washington Forestry Consultants, Inc. 8 Valley Medical Center -Revised Tree Protection Plan Lot 11 This 0.34 acre lot includes two red oak trees, 3 cherry trees, a grand fir, and 2 white fir trees in the landscaping strip between parking areas. The tree diameters range from 6 to 15 inches DBH. Seven of the 8 trees are in fair or better condition. Table 10. Summary of Type I Trees in Lot 11. # of # of Poor Species DBH Range Healthy Health Species (in) Total Trees Trees Trees Composition Red Oak 13-15 2 2 0 25% Cherry 6-9 3 2 1 37.5% White Fir 11-12 2 2 0 25% Grand Fir 8 1 I 0 12.5% Total 6-15 8 7 1 100% The understory includes grass and landscaping shrubs. Lot 12 This 0.99 acre lot includes 4 red maple trees, 3 cherry trees, and 2 London plane trees in the landscaping strips between parking areas. The tree diameters range from 6 to 17 inches DBH, and tree condition ratings range from fair to dead. All are rated at a low risk to fail. Table 11. Summary of Type l Trees in Lot 12. # of DBH Range Healthy Species (in) Total Trees Trees Red Maple 6-13 4 2 Cherry 6-9 3 0 London 16-17 2 2 Plane Total 6-17 9 4 The understory includes grass and landscaping shrubs. Lots 13 and 14 No trees exist on these lots. Washington Forestry Consultants, Inc. #of Poor Health Species Trees Composition 2 44.4% 3 33.3% 0 22.2% 5 100% 9 Valley Medical Center -Revised Tree Protection Plan Summary of the Tree Inventory for All Lots Twelve of the 14 parcels on the Valley Medical Center campus have trees on them. Four lots contain trees within the wetland and stream buffers associated with Panther Creek. The forest cover on the entire VMC site can be described as having two different forest cover types plus the arboretum on Lot I. The forest cover types are described as follows: I) the landscaped areas near the parking lots and buildings, 2) the wetland and stream buffer trees along the northern boundary and in the northwest comer, and 3) the arboretum trees on Lot I. Summary Type I. -This type consists of all of the planted landscaping areas in and around the parking lots and buildings. There are a total of 307 significant trees. The following table is a summary for all trees in the landscaped areas. Table 12. Summary of Trees in Type I. # of #of Poor DBH Range Healthy Health Species Species (in) Total Trees Trees Trees Composition Japanese 6-13 5 4 I 1.6% Black Pine Callery Pear 9-13 5 5 0 1.6% Cherry 6-23 36 23 13 11.7% Crabapple 5-7 4 0 4 1.3% Do!!Wood 6-9 6 0 6 2.0% Douglas-fir 12-22 6 6 0 2.0% London 6-28 42 42 0 13.7% Plane Norway 6-20 73 73 0 23.8% Maple Red Maple 6-26 55 41 14 17.9% Red Oak 6-15 12 10 2 3.9% Scotch Pine 6-22 26 21 1 8.5% Sweetgum 6-13 5 5 0 1.6% White Ash 7-21 II 2 9 3.6% Other* 6-26 21 16 5 6.8% Total 6-28 307 251 56 100% *Includes multzple other species with 1 to 3 individuals. Summary Type II. -This type includes the Panther Creek stream, wetlands, and buffers. Large portions of Lot I, as well as portions of Lot 6, Lot 7, and Lot 8 are included in this type. With the exception of 12 trees on Lot 8 (see Table 7 above), this is a critical area with the trees being exempt from our calculations. The tree species include bigleaf maple, red alder, black cottonwood, and willow. Some conifers are present as well. Diameters range from 6 to 36 inches DBH, and tree conditions range from 'good' to dead. Summary Type III. -This type consists of the trees within the Puget Sound Energy Arboretum. There are a total of 61 species of trees in this arboretum, but only 26 were Washington Forestry Consultants. Inc. 10 Valley Medical Center -Revised Tree Protection Plan over 6 inches DBH. The trees are generally in fair condition, with one poor condition tree and two good condition trees. The diameters ranged from 6 to 13 inches DBH. Off-Site Impacts It is unlikely that tree removal on this site will impact any off-site trees. Landmark Trees There are two (2) Landmark Trees (trees over 30 inches diameter) that occur within Type II, the wetland/stream buffer. These trees (#343 and #459) are both in 'fair' condition. Tree #343 is a 36-inch DBH Douglas-fir tree located within 20 feet of the proposed parking garage. No grading or construction activities should take place within 16 feet of this tree in order to adequately protect it. Tree #459 is adequately protected as a wetland tree. Discussion Potential for Tree Retention Seventy-seven (77) trees from Type I and 31 trees from Type II will be removed for the construction project. A total of 337 trees from all 3 types are available to be saved based on health. Therefore, 229 healthy significant trees on the Valley Medical Center campus will be retained (68%). A detailed list of significant trees (trees over 6 inches DBH) by species, DBH, condition, root protection zone (RPZ), save/remove potential, and retention availability is provided in Attachment #3. Tree Density Calculations Title 4-4-130 of the Renton Municipal Code requires that a minimum of 10% of all healthy significant trees in buildable areas be retained on the project in a 'commercial' zone. The following is a summary of the required and planned tree retention: Total Project Area Critical Areas and Buffers (Approximate) Buildable Area Total Number of Significant Trees on Site based on Diameter T recs Excluded from Retention Calculation: T recs in Critical Areas and Buffers Trees that are Dead Diseased or Dangerous Number of Healthy, Significant Trees in Bui I dab le Area: Required Tree Retention: 10% of healthy significant trees in buildable area: Number of Trees to be Removed for Construction *( 44 Healthy Significant Trees; 18 Unhealthy Trees) Planned Tree Retention (283-44) Washington Forestry lonsultants, Inc. 33.07 acres 2.50 acres 30.48 acres 471 trees 119 trees 69 trees 283 trees 28 trees 62 trees* 239 trees 11 Valley Medical Center -Revised Tree Protection Plan There are 283 significant healthy trees to be saved in the buildable area of the site. At least 28 of these trees need to be retained to meet the I 0% requirement of the City of Renton Code. The proposed plan retains 239 trees, exceeding the requirements. The landscape plan (prepared by others) should incorporate native conifer trees along with deciduous accent and shade trees to provide a mix of color, texture, and size. Recommendations Tree Protection Measures Trees to be saved must be protected during construction by temporary chain-link fencing on driven posts (Appendix V), located at the edge of the critical root zone (CRZ). The individual CRZ are a radius 5 ft. outside the dripline of the tree, unless otherwise delineated by WFCI. There should be no equipment activity (including rototilling) within the critical root zone. No irrigation lines, trenches, or other utilities should be installed within the CRZ. Cuts or fills should impact no more than 20% ofa tree's root system. If topsoil is added to the root zone of a protected tree, the depth should not exceed 2 inches of a sandy loam or loamy fine sand topsoil and should not cover more than 20% of the root system. If roots are encountered outside the CRZ during construction, they should be cut cleanly with a saw and covered immediately with moist soil. Noxious vegetation within the critical root zone should be removed by hand. If a proposed save tree must be impacted by grading or fills, then the tree should be re-evaluated by WFCI to determine if the tree can be saved with mitigating measures, or if the tree should be removed. Pruning and Thinning All trees to be saved should have their crowns raised to provide a minimum of 8 feet of ground clearance over sidewalks and landscape areas, 15 feet over parking lots or streets, and at least 10 feet of building clearance. This pruning should be done according to the ANSI A300 standards for pruning, and be completed by an International Society of Arboriculture Certified Arborist®, or be supervised by a Certified Arborist®. Hazard Trees WFCI identified five dead or 'very poor' health trees within Type I, however they are rated as a 'Low' risk to fail and impact targets, thus were not marked as hazard trees. It is recommended that these trees be removed during landscape maintenance. Washington Forestry Consultants, Inc. 12 Valley Medical Center-Revised Tree Protection Plan Conclusions Timeline for Activity 1. A minimum of 28 significant trees need to be retained on site. This plan retains 239 healthy significant trees on site. 2. The final, approved tree protection plan map should be included in the construction drawings for bid and construction of the project and should be labeled as such. 3. Contact WFCI to attend pre-job conference and discuss tree protection issues with contractors. WFCI can verify all trees to be saved and/or removed are adequately marked for retention. 4. Complete necessary hazard tree removals and invasive plant removals from the tree protection areas. No equipment should enter the tree protection areas during logging. 5. Install tree protection fences along the 'limits of construction'. The fences should be located at the limits of construction or 5 feet outside of the drip line of the save tree or as otherwise specified by WFCI. Maintain fences throughout construction. 6. Complete clearing of the project. 7. Do not excavate stumps within 10' of trees to be saved. These should be individually evaluated by WFCI to determine the method of removal. 8. Complete all necessary pruning on save trees or stand edges to provide at least 8' of ground clearance near sidewalks and trails, and 15' above all driveways or access roads. 9. Complete grading and construction of the project. Summary The City of Renton Municipal Code requires at least 28 (I 0%) of the 283 significant trees be retained on the buildable area of the site. This plan retains 239 trees, 84% of the significant healthy trees on site. Please give us a call if you have further questions. Respectfully submitted, Washington Forestry Consultants, Inc. _jlf~~-L/~ Galen M. Wright, ACF, ASCA ISA Bd. Certified Master Arborist PN-129BU Certified Forester No. 44 ISA Tree Risk Assessor Qualified Washington Forestry Consultants, Inc. Ben MacColl, ISA, SAF ISA Certified Arborist® - No. PN-7972A Professional Forester 13 Valley Medical Center -Revised Tree Protection Plan APPENDIX I Aerial Photos (King County Parcel Viewer 2.0 -2013) -Project Boundary -Forest Type Boundary a:1:1:11 Approximate Construction Area Washington Foreslry Consultants, Inc. 14 Valley Medical Center -Revised Tree Protection Plan APPENDIX II Valley Medical Center Construction Area -Proposed Site Plan Map r,"!"",---- Washington Forestry Consultants, Inc. Removal Tree e Landmark Tree (f o be Protected) --, Construction Limits-Tree Protection Fence location 15 Valley Medical Center~ Revised Tree Protection Plan APPENDIX III Sh!:nificant Tree Inventorv Root Savable Tree DBH Protection Based on Lot Project #** Species (in) Condition Radius (ft) Health? # Tvoe Remove? Notes I Red Maple 20 Fair 14 Yes l I No 2 Red Maple 21 Fair 14 Yes l I No 3 Cherry 22 Poor 14 Yes I I No 4 Cherry 23 Fair 14 Yes I I No 5 Cherry 14 Fair 12 Yes I I No 6 Cherry 12 Fair 10 Yes I I No 7 Cherrv 21 Fair 14 Yes I I No 8 Cherry 16 Poor 12 Yes I I No 9 RedMaole 26 Fair 16 Yes I I No 10 RedMaole 12 Fair 10 Yes I I No 11 Red Maple 12 Fair 10 Yes I I No 12 Red Maple 12 Fair 10 Yes I I No 18 Cherry 9,6 Fair 8 Yes 2 I No 19 Cherry 6,5 Poor 5 Yes 2 I No 20 Cherry 6 Poor 4 Yes 2 I No 21 Red Maple 10 Poor 6 Yes 2 I No 22 Cherry II Fair 8 Yes 2 I No 24 Black Pine 6 Fair 4 Yes 2 I No 25 Black Pine 6 Fair 4 Yes 2 I No 26 London Plane 28 Fair 20 Yes I I No 27 London Plane 26 Fair 20 Yes I I No 28 London Plane 21 Fair 20 Yes I I No 29 London Plane 24 Fair 20 Yes I I No 30 London Plane 24 Fair 20 Yes I I No 31 London Plane 22 Fair 20 Yes I I No 32 London Plane 22 Fair 20 Yes I I No 33 London Plane 28 Fair 20 Yes I I No 34 Norway Maple 6 Fair 4 Yes 3 I No 35 Norway Maple 5 Fair 4 Yes 3 I No 36 Norwav Maple 5 Fair 4 Yes 3 I No 37 Norway Maple 6 Fair 4 Yes I I No 38 Norway Maple 6 Fair 4 Yes I I No 39 Norway Maple 6 Fair 4 Yes I I No 40 Norway Manie 6 Fair 4 Yes I I No 41 Norway Manie 6 Fair 4 Yes I I No 42 Norway Maole 8 Fair 6 Yes I I No 43 Norway Maole 8 Fair 6 Yes I I No 44 Norway Maole 7 Fair 6 Yes I I No 45 Scotch Pine 9 Good 6 Yes I I No 46 Scotch Pine 8 Good 6 Yes I I No Washington Forestry Consultants, Inc. 16 Valley Medical Center~ Revised Tree Protection Plan Root Savable Tree DBH Protection Based on Lot Project #** Snecies /in) Condition Radius fft) Health? # Tvoc Remove? Notes 47 Scotch Pine 9 Good 6 Yes I I No 48 Scotch Pine 8 Good 6 Yes I I No 49 Scotch Pine 8 Good 6 Yes I I No 50 Scotch Pine 6 Good 6 Yes I I No 51 Cherrv 6 Fair 4 Yes 1 I No 56 Cherrv 6 Fair 4 Yes I I No 65 Norwav Manie 11 Good 8 Yes 4 I No Columnar 66 Norwav Manie JO Good 8 Yes 4 I No Columnar 67 Norwav Manic 9 Good 6 Yes 4 I No Columnar 68 Norwav Manie 6 Fair 4 Yes 4 I No Columnar 69 Norwav Manie 9 Fair 6 Yes 4 I No Columnar 70 Norwav Manie 11 Fair 8 Yes 4 I No Columnar 71 Norwav Manie II Fair 8 Yes 4 I No Columnar 72 Flowerin<' Plum 18 Fair 10 Yes 4 I No 73 Juoiner 9 Good 4 Yes 4 I No Ornamental 74 Norwav Manie 14 Good 8 Yes 4 I No 75 Sweet!rtlm 6 Good 5 Yes 4 I No 76 Flowcrin!! Plum 9 Poor 4 Yes 4 I No 77 Norwav Manie 10 Fair 6 Yes 4 I No 78 Flowerino: Plum 12 Poor 8 Yes 4 I No 79 Cherrv IO Fair 8 Yes 4 I No 80 Scotch Pine II Poor 8 Yes 4 I No 81 Deciduous I 15 Poor 8 Yes 4 I No 82 Sweet<mm 6 Good 5 Yes 5 I No 83 Sweet<n1m 6 Good 5 Yes 5 I No 84 Sweetgum 6 Good 5 Yes 5 I No 86 Cherrv 8 Fair 4 Yes 5 I No 87 Cherrv 11,11 Fair 6 Yes 5 I No 88 Cherrv 12 Fair 6 Yes 5 I No 89 Cherrv 17 Fair 6 Yes 5 I No 90 Cherrv 11 Fair 6 Yes 5 I No 91 Chcrrv 11,11 Fair 6 Yes 5 I No 92 Cherrv 10 Fair 6 Yes 5 I No 93 Cherrv IO Fair 6 Yes 5 I No 94 Mountain Ash 7 Fair 6 Yes 5 I No 95 Bi deaf Manie IO Fair 8 Yes 5 I No 96 Cherrv 14,6 Fair 8 Yes 4 I No 97 Chcrrv 12 Fair 8 Yes 4 I No 98 Cherrv 16 Fair 6 Yes 4 I No 99 Janancse Manie 8,6 Good 4 Yes 4 I No 100 Ma<molia 8 Fair 6 Yes 4 I No 101 Norwav Manie 14 Good 8 Yes 4 I No Columnar 102 Norwav Manie 18 Fair IO Yes 4 I No Columnar Washington Forestry Consultants, Inc. 17 Valley Medical Center -Revised Tree Protection Plan Root Savable Tree DBH Protection Based on Lot Project #** Species (in) Condition Radius (ft) Health? # Tvne Remove? Notes 103 Norwav Maple 17 Fair 10 Yes 4 I No Columnar 104 Norwav Maple 18 Fair 10 Yes 4 I No Columnar 105 Norwav Maple 20 Fair 10 Yes 4 I No Columnar 106 Norway Maole 7 Fair 5 Yes 4 I No Columnar 107 Red Maple 16 Fair 8 Yes 4 I No 108 Red Maple 8 Fair 6 Yes 4 I No 109 Red Maple 14 Fair 6 Yes 4 I No 110 Red Maple 14 Fair 6 Yes 4 I No Ill Red Maple 14 Fair 8 Yes 4 I No 112 RedMaole 15 Fair 8 Yes 4 I No 113 Red Maple 15 Fair 10 Yes 4 I No 114 RedMaole 10 Fair 6 Yes 4 I No 115 RedMaole 10 Poor 8 Yes 4 I No 116 Deciduous 2 10,8 Fair 6 Yes 4 I No 117 Deciduous 2 10,7 Fair 6 Yes 4 I No 118 Scotch Pine 16,16 Fair 8 Yes 4 I No 119 Scotch Pine 18 Fair 8 Yes 4 I No 120 Scotch Pine 17 Fair 8 Yes 4 I No 121 Scotch Pine 17 Fair 8 Yes 4 I No 122 Scotch Pinc 12,12 Fair 8 Yes 4 I No 123 Dogwood 9 Very Poor 6 No 4 I No 124 Scotch Pine 19 Fair 12 Yes 4 I No 125 Scotch Pine 18 Fair 12 Yes 4 I No 126 Scotch Pine 6 Fair 5 Yes 4 I No 127 Scotch Pine 8 Fair 6 Yes 4 I No 128 Scotch Pine 6 Fair 5 Yes 4 I No 129 Dogwood 8 Poor 6 Yes 4 I No 130 Dogwood 9 Poor 6 Yes 4 I No 131 Scotch Pine 18 Fair 12 Yes 4 I No 132 Scotch Pine 17 Fair 12 Yes 4 I No 133 Dogwood 9,6 Poor 6 Yes 4 I No 134 Scotch Pine 16 Fair 12 Yes 4 I No 135 Scotch Pine 22 Fair 16 Yes 4 I No 136 Scotch Pine 20 Fair 16 Yes 4 I No 137 Dogwood 8 Poor 6 Yes 4 I No 138 Scotch Pine 16 Fair 12 Yes 4 I No 139 Scotch Pine 18 Fair 12 Yes 4 I No 140 Scotch Pine 18 Fair 12 Yes 4 I No 141 Do!!wood 9 Poor 6 Yes 4 I No 142 Red Maple 10 Fair 6 Yes 4 I No 143 RedMaolc 9 Fair 6 Yes 4 I No 144 Scotch Pine 20 Fair 12 Yes 4 I No 145 RedMaolc 8 Fair 3 Yes l I No Washington Forestry Consultants, Inc. 18 Valley Medical Center~ Revised Tree Protection Plan Root Savable Tree DBH Protection Based on Lot Project #** Species (in) Condition Radius (ft) Health? # Type Remove? Notes 146 Cherry 8 Poor 3 Yes I I No 147 Cherry 7 Poor 3 Yes l I No 148 Cherry 9 Poor 4 Yes I I No Royal Burgundy No 149 Cherry 6 Fair 4 Yes I III Arboretum Pyramidal No European 150 Hornbeam 6 Fair 4 Yes I III Arboretum 151 Persian Parrotia 6 Fair 4 Yes I III No Arboretum Lavelle No 152 Hawthorne 9 Fair 6 Yes I III Arboretum Japanese No 153 Hornbeam 8 Fair 6 Yes I III Arboretum Purple Prince No Flowering 154 Crabapple 8 Fair 6 Yes l III Arboretum 155 Henrv Maple 6 Fair 4 Yes 1 III No Arboretum 156 Japanese Cedar 11 Fair 8 Yes l III No Arboretum Spire Flowering No 157 Cherry 7 Fair 6 Yes I III Arboretum 158 Tatarian Maple 7 Fair 6 Yes I III No Arboretum Pacific Sunset No 159 Maple 10 Fair 8 Yes l III Arboretum 160 Leprechaun Ash 6 Fair 6 Yes l III No Arboretum Japanese No 161 Snowbell 7 Good 6 Yes I III Arboretum Donald Wyman No 162 Crabapple 6 Fair 6 Yes 1 III Arboretum 163 Ginkgo 8 Good 6 Yes 1 III No Arboretum 164 Hinoki Cypress 6 Fair 4 Yes I III No Arboretum Sweet Gum No 165 Clyde's Form II Poor 8 Yes I III Arboretum Canada Red No 166 Chokecherry II Fair 8 Yes I Ill Arboretum Flame Amur No 167 Maple 10 Fair 8 Yes I III Arboretum 168 Amur Maackia 8 Fair 6 Yes l III No Arboretum 169 Shore Pine 9 Fair 6 Yes l III No Arboretum Golden Desert No 170 Ash 7 Fair 6 Yes l Ill Arboretum Washington No 171 Hawthorn 6 Fair 6 Yes I III Arboretum Flamingo No 172 Boxelder Maple 8 Fair 6 Yes l III Arboretum Wireless No 173 Zelkova 13 Fair 6 Yes l Ill Arboretum Washington Forestry Consultants, Inc. 19 Valley Medical Center -Revised Tree Protection Plan Root Savable Tree DBH Protection Based on Lot Project #** Species (in) Condition Radius (ft) Health? # Type Remove? Notes Purple leaved No 174 Eastern Redbud 6 Fair 6 Yes I III Arboretum 175 Flowering Plum 8 Fair 6 Yes I I No 176 Ginkgo 7 Fair 4 Yes I I No 177 Crabaoole 6,6 Fair 6 Yes I I No 178 White Ash 21 Poor 3 Yes l I No 179 White Ash 21 Poor 3 Yes I I No 180 Flowering Plum 15 Fair 6 Yes I I No 181 RedMaole 14 Fair 8 Yes I I No 182 Horse Chestnut 26 Fair 12 Yes I I No 183 Black Locust II Poor 4 Yes I I No 184 White Ash 10 Poor 4 Yes I I No 185 White Ash II Poor 4 Yes I I No 186 White Ash 14 Poor 6 Yes I I No 187 White Ash 14 Poor 6 Yes I I No 188 Red Maple 16 Fair 10 Yes I I No 189 Red Maple 10 Fair 6 Yes I I No 190 Red Maple 13 Fair 8 Yes I I No 191 Red Maple 13 Poor 8 Yes I I No 192 Red Maple 12 Poor 6 Yes I I No 193 Red Maple II Fair 6 Yes I I No 194 Red Maple II Fair 6 Yes I I No 195 Red Maple 12 Poor 6 Yes I I No 196 London Plane 12 Fair 8 Yes I I No 197 London Plane 15 Fair 8 Yes I I No 198 Red Maple 13 Poor 8 Yes I I No 199 London Plane 12 Fair 8 Yes I I Yes 200 London Plane 13 Fair 8 Yes I I Yes 201 London Plane 12 Fair 6 Yes I I Yes 202 London Plane 12 Fair 6 Yes I I No 203 Red Maple 9 Fair 16 Yes I I Yes 204 Red Maple 7 Verv Poor 12 No I I Yes 205 Red Maple 10 Poor 12 Yes I I Yes 206 RedMaole 9 Poor 12 Yes I I Yes 207 Red Maple 8 Poor 12 Yes I I Yes 208 RedMaole 9 Poor 12 Yes I I Yes 209 RedMaole 8 Fair 12 Yes I I No 210 Red Maule 8 Fair 12 Yes I I No 211 Red Maule 7 Fair 12 Yes I I No 212 Red Maule 10 Fair 12 Yes I I No 213 Red Maule 10 Fair 12 Yes I I Yes 214 Red Maule II Fair 12 Yes I I No 215 Red Maule 8 Poor 12 Yes I I Yes Washington Forestry Consultants, Inc. 20 Valley Medical Center -Revised Tree Protection Plan Root Savable Tree DBH Protection Based on Lot Project #** Species fin) Condition Radius (ft) Health? # Tvne Remove? Notes 216 Red Maple 7 Fair 12 Yes I I Yes 217 Red Maple 9 Fair 12 Yes I I Yes 218 Red Maple 9 Fair 12 Yes I I Yes 219 Red Maple 8 Fair 12 Yes I I Yes 220 Red Maple 13 Fair 12 Yes I I No 221 RedMaolc 12 Fair 8 Yes 1 I No 222 Red Maple 13 Fair 8 Yes I I No 223 London Plane 13 Fair 10 Yes I I No 224 Black Pine 13 Fair 10 Yes 1 I No 225 Black Pine 12 Poor 10 Yes I I Yes 226 Douglas-fir 22 Fair 12 Yes I I Yes 227 Douglas-fir 14 Fair 12 Yes I I Yes 228 Douglas-fir 12 Fair 12 Yes I I Yes 229 Douglas-fir 14 Fair 12 Yes I I Yes 230 Douglas-fir 13 Fair 12 Yes I I Yes 231 Douglas-fir 14 Fair 12 Yes I I Yes 232 Red Oak 13 Fair 10 Yes I I Yes 233 Chcny 8 Verv Poor 6 No I I Yes 234 London Plane 22 Fair 10 Yes I I No 235 London Plane 15 Fair 8 Yes l I No 236 Norway Maple 13 Fair 6 Yes I I No Columnar 237 Norway Maple 10 Fair 6 Yes I I No Columnar 238 Norway Maple 13 Fair 6 Yes I I No Columnar 239 Norway Maple 14 Fair 10 Yes I I No Columnar 240 Norway Maple 15 Fair 10 Yes I I No Columnar 241 Norway Maple 15 Fair 10 Yes I I No Columnar 242 Norway Maole 11 Fair IO Yes I I No Columnar 243 Norway Maple 12 Fair 10 Yes I I No Columnar 244 Norway Maple II Fair 10 Yes I I No Columnar 245 Norway Maple 12 Fair 10 Yes I I No Columnar 246 Norway Maple II Fair 10 Yes I I No Columnar 247 Norway Maple 11 Fair 10 Yes I I No Columnar 248 Norway Maple 11 Fair 10 Yes I I No Columnar 249 Norway Maole 12 Fair 10 Yes I I No Columnar 250 Norway Maple 14 Fair 10 Yes I I No Columnar 251 Callery Pear 13 Fair 8 Yes I I No 252 Callery Pear 9 Fair 8 Yes I I No 253 Cherry 12 Fair 8 Yes 1 I No 254 Callery Pear 10 Fair 8 Yes 1 I No 255 Callery Pear 10 Fair 8 Yes 1 I No 256 Callery Pear 10 Fair 8 Yes 1 I No 257 White Ash 8 Poor 6 Yes 1 I No 258 White Ash 8 Poor 6 Yes I I No Washington Forestry Consultants, Inc. 21 Valley Medical Center -Revised Tree Protection Plan Root Savable Tree DBH Protection Based on Lot Project #** Soecies (in) Condition Radius (ft) Health? # Type Remove? Notes 259 White Ash 8 Poor 6 Yes 1 I No 260 White Ash 7 Fair 6 Yes 1 I No 261 White Ash 7 Fair 6 Yes 1 I No 262 Red Maple 7 Fair 6 Yes 1 I No 263 Red Maple 7 Fair 6 Yes 1 I No 264 London Plane 10 Fair 6 Yes I I No Blue Atlas No 265 Cedar 26 Fair 8 Yes I I 266 Crabapple 7,4 Poor 4 Yes I I No 267 Crabapple 6,5 Poor 4 Yes I I No 268 London Plane 9 Fair 6 Yes 1 I No 269 London Plane 6 Fair 4 Yes 1 I No 270 Crabapple 6 Poor 4 Yes 1 I No 271 Crabapple 6 Poor 4 Yes 1 I No 272 Crabapple 6 Poor 4 Yes 1 I No 273 London Plane 8 Fair 6 Yes 1 I No 274 London Plane 9 Fair 6 Yes 1 I No 275 London Plane 8 Fair 6 Yes I I No 276 London Plane 10 Fair 6 Yes 1 I No 277 Sweetgum 13 Fair 8 Yes I I No 278 London Plane 8 Fair 6 Yes l I No 279 London Plane 9 Fair 6 Yes I I No 280 London Plane 17 Fair 14 Yes I I No 281 London Plane 16 Fair 14 Yes I I No 282 London Plane 18 Fair 14 Yes 1 I No 283 London Plane 17 Fair 14 Yes I I No 284 Douglas-fir 17 Good 14 Yes 6 II No Buffer 285 London Plane 18 Fair 12 Yes 6 I No 286 London Plane 18 Fair 14 Yes 6 I No 287 Cottonwood 16 Dead -6 II No Buffer 288 Cottonwood 16 Dead -6 II No Buffer 289 Cottonwood ll Fair 10 Yes 6 II No Buffer 290 Douglas-fir 12 Fair 12 Yes 6 II No Buffer 291 Douglas-fir 12 Good 12 Yes 6 II No Buffer 292 London Plane 16 Fair 12 Yes 6 I No 293 London Plane 16 Fair 12 Yes 6 I No 294 London Plane 17 Fair 12 Yes 6 I No 295 London Plane 16 Fair 10 Yes 6 I No 296 London Plane 15 Fair 10 Yes 6 I No 297 Norway Maple 14 Fair 8 Yes 6 I No Columnar 298 Norway Maple 12 Fair 8 Yes 6 I No Columnar 299 Norway Maple 11 Fair 8 Yes 6 I No Columnar 300 Norway Maple 10 Fair 8 Yes 6 I No Columnar Washington Forestry Consultants, Inc. 22 Valley Medical Center -Revised Tree Protection Plan Root Savable Tree DBH Protection Based on Lot Project #** Species (in) Condition Radius (ft) Health? # Type Remove? Notes 301 Norway Maple 9 Fair 8 Yes 6 I No Columnar 302 Norway Maple 9 Fair 8 Yes 6 I No Columnar 303 Norway Maple 9 Fair 8 Yes 6 I No Columnar 304 Norway Maple 9 Fair 8 Yes 6 I No Columnar 305 Norway Maple 8 Fair 8 Yes 6 I No Columnar 306 Norway Maple 9 Fair 8 Yes 6 I No Columnar 307 Norway Maple 9 Fair 8 Yes 6 I No Columnar 308 Norway Maple IO Fair 8 Yes 6 I No Columnar 309 Norway Maple 9 Fair 8 Yes 6 I No Columnar 310 Norway Maple 10 Fair 8 Yes 6 I No Columnar 311 Norway Maple 9 Fair 8 Yes 6 I No Columnar 312 Norway Maple 9 Fair 8 Yes 6 I No Columnar 313 London Plane 20 Fair 12 Yes 6 I No 314 London Plane 13 Fair IO Yes 6 I No 315 London Plane 16 Fair IO Yes 6 I No 316 Norway Maple 9 Fair 8 Yes 6 I Yes Columnar 317 Norway Maple 9 Fair 8 Yes 6 I Yes Columnar 318 Norway Maple 8 Fair 8 Yes 6 I Yes Columnar 319 Norway Maple 9 Fair 8 Yes 6 I Yes Columnar 320 Norway Maple 9 Fair 8 Yes 6 I Yes Columnar 321 Norway Maple 8 Fair 8 Yes 6 I Yes Columnar 322 Norway Maple 9 Fair 8 Yes 6 I Yes Columnar 323 Norway Maple IO Fair 8 Yes 6 I Yes Columnar 324 Norway Maple 8 Fair 8 Yes 6 I Yes Columnar 325 Norway Maple 8 Fair 8 Yes 6 I Yes Columnar 326 Norway Maple 8 Fair 8 Yes 6 I Yes Columnar 327 Norway Maple 8 Fair 8 Yes 6 I Yes Columnar 328 Norway Maple 8 Fair 8 Yes 6 I Yes Columnar 329 Norway Maple 8 Fair 8 Yes 6 I Yes Columnar 330 Norway Maple 9 Fair 8 Yes 6 I Yes Columnar 331 Norway Maple IO Fair 8 Yes 6 I Yes Columnar 332 Red Alder 6 Poor 6 Yes 6 I No 333 Black Pine 12 Fair 12 Yes 6 I No 334 Bigleaf Maple 13 Poor 10 6 II No Buffer 335 Red Alder 14 Fair 12 Yes 6 II No Buffer 336 Bigleaf Maple 14 Fair 12 Yes 6 II No Buffer 337 Bigleaf Maple 13 Fair 12 Yes 6 II No Buffer 338 Red Alder 14 Very Poor 10 6 II No Buffer 339 Red Alder 8,9 Fair 8 Yes 6 II No Buffer 340 Bigleaf Maple 20 Fair 16 Yes 6 II No Buffer 341 Cherry 8,7,7 Poor 8 7 II Yes 21,21 342 Bigleaf Maple ,21 Fair 16 Yes 7 II No Buffer Washington Forestry Consultants, Inc. 23 Valley Medical Center -Revised Tree Protection Plan Root Savable Tree DBH Protection Based on Lot Project #** Soecies (in) Condition Radius(ft) Health? # Tvoe Remove? Notes 343* Douglas-fir 36 Fair 16 Yes 7 II No Buffer; Ivv 344 BigleafMaple 14 Poor 10 7 II No Buffer; lvv 345 BigleafMaple 14 Poor 10 7 II No Buffer; ]vv 346 Bigleaf Maple 21 Poor 10 7 II No Buffer; lvv 347 Bigleaf Maple 14 Poor 10 7 II No Buffer; Ivv 348 Douglas-fir 24 Poor 12 8 II No Buffer; Ivv 349 Red Oak 14 Fair 10 Yes 9 I Yes 350 Red Oak 13 Fair 10 Yes 9 I Yes 351 Red Oak 13 Fair IO Yes IO I Yes lvv 352 Red Oak 12 Fair 10 Yes 10 I Yes lvv 353 Red Oak 13 Fair 10 Yes 10 I Yes Ivv 354 Red Oak 9 Poor 6 Yes 10 I No 355 Red Oak 10 Fair 6 Yes IO I No 356 Red Oak 6 Poor 4 Yes IO I No 357 Red Oak IO Fair 6 Yes 10 I No 358 Red Oak 13 Fair 8 Yes II I No 359 Cherrv 9 Fair 6 Yes 11 I No 360 Cherrv 9 Fair 6 Yes 11 I No 361 Cherry 6 Poor 6 Yes II I No 362 Red Oak 15 Fair 10 Yes II I Yes 363 Grand Fir 8 Fair 6 Yes II I Yes 364 White Fir II Fair 8 Yes II I Yes 365 White Fir 12 Fair 8 Yes II I Yes 366 RedMaole 12 Fair 6 Yes 12 I No 367 Red Maple 6 Poor 6 Yes 12 I No 368 RedMaole 11 Dead -No 12 I No 369 RedMaole 13 Fair 6 Yes 12 I No 370 London Plane 17 Fair 8 Yes 12 I No 371 London Plane 16 Fair 6 Yes 12 I No 372 Cherrv 9 Verv Poor -No 12 I No 373 Cherrv 6 Poor 4 Yes 12 I No 374 Cherrv 6 Poor 6 Yes 12 I No 375 Cherrv 8 Poor 6 Yes 8 I No Western Red No 376 Cedar 14 Fair 12 Yes 8 II Buffer 26,26 No 377 Big]eafMaole ,26 Fair 14 Yes 8 [I Buffer; Ivv 378 Biglcaf Maple 24 Poor 16 8 II No Buffer; lvv 379 Bigleaf Maple 20,14 Poor 12 8 II No Buffer; lvv 380 Douglas-fir 18 Poor 14 8 II No Buffer 381 Bigleaf Maple 26 Fair 20 Yes 8 II No Buffer; Ivv Western Red No 382 Cedar 22 Fair 16 Yes 8 II Buffer Washington Forestry Comm/Janis, Inc. 24 Valley Medical Center -Revised Tree Protection Plan Root Savable Tree DBH Protection Based on Lot Project #** Species (in) Condition Radius (ft) Health? # Tvoe Remove? Notes Western Red No 383 Cedar 13 Fair 10 Yes 8 II Buffer 384 BigleafMaple 22 Fair 16 Yes 8 II No Buffer; Ivy Western Red No 385 Cedar 16 Fair 12 Yes 8 II Buffer Western Red No Buffer; Broken 386 Cedar 16 Very Poor -8 II top/ Ivy 387 White Ash 12 Fair 10 Yes 8 II Yes Ivy 388 White Ash 10 Poor 8 No 8 II Yes Ivy 389 White Fir 14 Fair 12 Yes 8 II No Buffer 390 White Ash 10,l l Fair IO Yes 8 II Yes 391 BigleafMaple 9 Fair 8 Yes 8 II Yes Ivy 392 Scotch Pinc 16 Poor 12 No 8 II Yes Ivy 393 Bigleaf Maple 15 Very Poor 10 No 8 II Yes Ivy 394 London Plane 16 Poor 10 No 8 II Yes Ivy Western Red 395 Cedar 18 Verv Poor -No 8 II Yes Ivy 396 Red Maple 14 Verv Poor -No 8 II Yes Ivy 397 White Ash 22,16 Dead -No 8 II Yes lvv 398 Bigleaf Maple 26 Dead -No 8 II Yes Ivy 399 White Ash 12 Very Poor -No 8 II Yes Ivy 400 Bigleaf Maple 16x4 Fair 16 Yes 8 [[ No Buffer; Ivy Western Red No 401 Cedar 20 Poor 16 8 II Buffer; Ivy 402 Bigleaf Maple 12x3 Poor 12 8 II No Buffer; Ivy 403 White Ash 12 Poor 10 8 II No Buffer; Ivy 404 BigleafMaple 8,7 Verv Poor -8 II No Buffer; Ivy Western Red No 405 Cedar 13 Verv Poor -8 [[ Buffer; Ivy 406 Bigleaf Maple 11,11 Fair 8 Yes l II No Off-site? 407 Bigleaf Manie 10x4 Poor 10 No I II No Off-site? 408 BigleafMaple 16 Poor 12 I II No Buffer 409 Bigleaf Maple 12 Poor 10 No 1 II No Off-site? 410 White Ash 14 Fair 12 Yes I II No Off-site? No 411 Cottonwood 20 Fair 16 Yes I II Off-site?/ Wetland 412 Cottonwood 20 Fair 16 Yes 1 II No Wetland 413 Cottonwood 26 Fair 16 Yes I II No Wetland 414 Cottonwood 28 Fair 20 Yes I II No Wetland No 415 Cottonwood 26 Fair 20 Yes I II Off-site?/ Wetland No 416 Cottonwood 26 Fair 20 Yes I II Off-site?/ Wetland 417 Cottonwood 28 Fair 20 Yes 1 II No Wetland Washington Forestry Consultants, Inc. 25 Valley Medical Center -Revised Tree Protection Plan Root Savable Tree DBH Protection Based on Lot Project #** Species (in) Condition Radius (ft) Health? # Type Remove? Notes 418 Cottonwood 24 Fair 16 Yes I II No Wetland 419 Red Alder 12 Fair IO Yes I II No Wetland 420 Cottonwood 24 Poor 16 I II No Wetland 421 Cottonwood 14 Fair 14 Yes I II No Wetland 422 Willow 12 Fair 10 Yes l II No Buffer 423 Cottonwood 26 Fair 20 Yes l II No Buffer 424 Cottonwood 20x5 Fair 25 Yes 1 II No Buffer 425 Cottonwood 18 Fair 16 Yes 1 II No Buffer 426 Cottonwood 12,10 Poor 12 l II No Buffer 427 Red Alder 6 Poor 6 1 II No Buffer 428 Cottonwood 22,9 Fair 16 Yes 1 JI No Buffer 429 Cottonwood 26 Fair 20 Yes 1 II No Buffer 430 Willow 14 Poor IO 1 II No Buffer 431 Cottonwood 22 Fair 20 Yes 1 II No Buffer 432 Cottonwood 11 Fair 10 Yes 1 II No Buffer 433 Cottonwood 24 Fair 20 Yes 1 II No Buffer 434 Cottonwood 6 Poor 6 1 II No Buffer 435 Willow 10x3 Fair 10 Yes 1 II No Buffer 436 Willow 8,8 Poor 8 1 II No Buffer 437 Red Alder 14 Poor 10 1 II No Wetland 438 Willow 10 Poor 10 1 II No Wetland 439 Cottonwood 13 Fair 13 Yes 1 II No Wetland 440 Cottonwood 15 Fair 12 Yes 1 II No Wetland 441 Cottonwood 16,11 Fair 12 Yes 1 II No Wetland 442 Cottonwood 17,11 Fair 12 Yes 1 II No Wetland 443 Cottonwood 20,IO Fair 15 Yes 1 II No Wetland 444 Willow 9,6,6 Poor 10 1 II No Wetland 445 Red Alder 11 Fair IO Yes 1 II No Wetland 446 Red Alder 12 Fair 10 Yes 1 II No Wetland 447 Red Alder 14 Fair IO Yes 1 II No Wetland 448 Cottonwood 12 Poor 12 1 II No Wetland 449 Red Alder 9 Poor 9 1 II No Wetland 450 Red Alder 10 Fair 10 Yes 1 II No Wetland 451 Cottonwood 16 Fair 16 Yes 1 II No Wetland 452 Cottonwood 24 Fair 2 Yes 1 II No Wetland 453 Cottonwood 26 Fair 20 Yes 1 II No Wetland 454 Cottonwood 26 Fair 20 Yes 1 II No Wetland 455 Red Alder 12 Poor IO 1 II No Wetland 456 Cottonwood 26 Fair 20 Yes 1 II No Wetland 457 Red Alder 10 Poor 10 1 II No Wetland 458 Cottonwood 28 Fair 28 Yes 1 II No Wetland 459* Cottonwood 32 Fair 28 Yes 1 II No Wetland 460 Cottonwood 18 Fair 20 Yes 1 II No Wetland Washington Forestry Consultants, inc. 26 Valley Medical Center -Revised Tree Protection Plan Root Savable Tree DBH Protection Based on Lot Project #** Species (in) Condition Radius (ft) Health? # Type Remove? Notes 461 Cottonwood 20 Dead -I II No Wetland 462 Cottonwood 20 Dead -I II No Wetland 463 Cottonwood 26 Fair 25 Yes I II No Wetland 464 Cottonwood 20 Dead -I II No Wetland 465 Cottonwood 22 Fair 20 Yes 1 II No Wetland 466 Willow 8 Fair 8 Yes I II No Wetland 467 Willow 10 Fair 8 Yes 1 II No Wetland 468 Willow 9 Poor 8 1 II No Wetland 469 Willow 8 Poor 8 1 II No Wetland 470 Willow 12 Fair 8 Yes 1 11 No Wetland 471 Willow 10 Fair 8 Yes 1 II No Wetland 472 Willow 9 Fair 8 Yes 1 II No Wetland 473 Willow 8 Poor 8 1 II No Wetland 474 Willow 7 Fair 8 Yes I II No Wetland 475 Willow 9 Poor 8 1 II No Wetland 476 Willow 8 Fair 8 Yes I II No Wetland 477 Willow 10 Fair 8 Yes 1 II No Wetland 478 Willow 10 Fair 8 Yes 1 II No Wetland 479 Willow II Fair 8 Yes I II No Wetland 480 Willow 6 Poor 8 1 II No Wetland 481 Willow 7 Poor 8 1 II No Wetland 482 Willow 10 Fair 8 Yes 1 II No Wetland 483 Willow 8 Fair 8 Yes 1 II No Wetland 484 Willow 9 Poor 8 I II No Wetland 485 Willow 12 Poor 8 1 II No Wetland 486 Willow II Poor 8 I II No Wetland 487 Willow 9 Fair 8 Yes I II No Wetland 488 Willow IO Fair 8 Yes I II No Wetland 489 Willow 10 Fair 8 Yes 1 II No Wetland 490 Willow 9 Fair 8 Yes 1 II No Wetland *landmark Tree **Some non-significant sized trees were identified, but excluded.from this report, thus some tree numhers are missing. Washington Forestry Consultants, Inc. 27 Valley Medical Center -Revised Tree Protection Plan APPENDIX IV Renton Tree Retention Worksheet ------DEPARTMENT OF COMMUNITY AND ECONOMIC DEVELOPMENT ---~Renton® TREE RETENTION WORKSHEET Plannlng Division 1055 South Grady Way-Renton, WA 98057 Phone: 425-430-7200 I www.rentonwa.gov 1. Total number of trees over 6" diameter1 , or alder or cottonwood trees at least 8" in diameter on project site ___ 47_1 __ trees 2. Deductions: Certain trees are excluded from the retention calculation: Trees that are dangerous 2 Trees in proposed public streets Trees in proposed private access easements/tracts Trees in critical areas 3 and buffers Total number of exduded trees: 3. Subtract line 2 from line J: 69 119 trees trees trees trees ___ 1a_a __ trees ___ 20_3 __ trees 4. Next, to determine the number of trees that must be retalned4 , multiply line 3 by: 0.3 in zones RC, R-1, R-4, R-6 or R-8 0.2 in all other residential zones 0.1 in all commercial and industrial zones 5. List the number of 6" in diameter, or alder or cottonwood trees over 8" in diameter that you are proposings to retain4 : 6. Subtract line 5 from line 4 for trees to be replaced: (if line 6 is zero or less, stop here. No replacemef'lt trees are required) 7. Multiply line 6 by 12" for number of required replacement inches: ___ ,_• __ trees ---='3'-'9'------trees None _____ trees _____ inches 8. Proposed size of trees to meet additional planting requirement: {Minimum 2" caliper trees required for replaceffll!nt, otherwise enter 0) -----inches per tree 9. Divide line 7 by line 8 for number of replacement trees': (tf remainder is.Sor greater, round up to the next whole number) 1 Measured at 45' above grade. _____ trees 1 A tree certified, in a wrrtten report, as dead, termmally diseased, damaged, or otherwise dangerous to persons or prol)E'rty by a licensed landscapearchitect,orcertified 11rborist,andapproved by the City. l Critical areils, such il5 wetlands, strl!ilms, floodplains and protected slopes, are defined in RMC 4-3-050. 4 count only those trees to be retained outside of critical areas and buffers. ~ The City may require modification of the tree retentton plan to ensure retention of the ma Kim um number of trees per RMC 4-4-130H7a. 6 When the required number of protected trees cannot be retamed, replacement trees, with at least a two.inch (Z") caliper or an evergreen at least six feet [6') tall, shall be planted. See RMC 4-4-130.H.l.e.(11) for prohtb1ted types of replacement trees. I H\CED\Data\forms-Templates\SelfHelpHandouts\Plann,ng\TreeRelentionWorksheetdoo; CB/201S Washington Forestry Consultants, Inc. 28 Valley Medical Center-Revised Tree Protection Plan ANOK.'fl' POSTS SHOUl.D BE MINIMUM 6' TAU. 'T-8AA' F'DICE POSTS APPENDIXV Tree Protection Fence Detail AHCHCJt POSTS UUST BE INSTAL.J.LD TO A O!PTH ff NO lLSS TI-IAN 1 /J C.-TliE TOTAL H(JQfT rE POST. Temporary Chain-Link on Driven Posts THE TREI PROTECTTCN FENCE SHOULD BE MAINTAINED THROUGHOUT THE CONSTRUCTION AHO GRADING. AHO NOT TO SE REMO\'EO UNffi nNAL LANDSCAPING IS IN PROGRESS. AT NO TlME SHAU EOUIPMENT EJ'll1£R !NTO 1'HE ROOT PROTECTION ZONE (RPZ) . .4U. 8RUS>i Cl.£ANUP WITHIN TH£ RPZ SHOULD BE CClMPl.£'1"rn BY HAHO TO PREVENT OIS1URBANCE ~ NATIVE GROONO CO\.'OIS NO cun ~ F'tl.l.S. um.m TRENOIJNG, MC(JU:,CATIONS TO ORAINACE, OR CONCRETE RISE WA.TUI SMOOLD IMPACT THE RP!. KO WIRtS. CA8l.£S, Cf' OTHER OEVJC£S 940ULD BE A TT AOIED TO PROlt:Cl'EO TREES DURING CONSTRUCTION TF" U,IPACTS t.lUST OCCUR WITHIN THE RPZ. CONTACT Vlf"CI PRIOR TO THE OPERA TJONS TO OE'TERMIN( 1'H£ PROPER PROC£DURE TO PROTECT T1"1E TREE"S HE.Al. TH. Washington Forestry Consultants, Inc. 29 Valley Medical Center -Revised Tree Protection Plan APPENDIX VI Tree Risk Assessment -Description of Process The purpose of this document is to summarize the methodology of modem tree risk assessment for users of this type of information. This methodology has been put into place by the International Society of Arboriculture and has been in use in its present form since 2013. It updates the initial changes put into place in 2011. Tree risk assessment is the systematic and qualitative process to identify, analyze, and evaluate tree risk. Tree risk evaluation is the process of comparing the assessed risk against given risk criteria to determine the significance of the risk. This methodoloi,,y is based on the ANSI A300 standard 1 for tree risk assessment. This standard is supported by a best management practices guide2. Those qualified to do tree risk assessment have the qualification from the International Society of Arboriculture called 'Tree Risk Assessor Qualified.' The methodology for tree risk assessment is more recently detailed in the authoritative tree risk assessment manual3 , which provides the state of the art for tree risk assessment. Risk is the evaluation and categorizing of both the likelihood (probability) of occurrence of a tree or tree part failure, and the severity of consequences (value of and damage to the target that is impacted). The mai,'Ilitude of risk can be categorized and compared to the client's tolerances to determine if the risk is acceptable. Tree risk management is the application of policies, procedures and practices used to identify, evaluate, mitigate, monitor, and communicate tree risk. It is up to the tree owner to determine what level of risk they are able to tolerate, and to conduct any mitigation required when that risk is unacceptable. There are 3 levels of tree risk assessment: Level I -assessment is limited to a visual assessment of the tree(s) near specified targets, such as along roadways or utility rights-of-ways to identify specified conditions or obvious defects. Assessment shall be from a specified perspective such as foot, vehicle, or aerial patrol. Level 2 -assessment shall include a 360 degree, ground based visual inspection of the tree crown, trunk, trunk flare, above-ground roots, and site conditions around the tree in 1 ANSI A300 (Part 9-2011)-American National Standard/or Tree Care Operations-Tree, Shrnb, and Other Woody Plant Management -Standard Practices (Free Risk Assessment a. Tree Structure Assessment). American National Standards Institute, Inc. Washington D.C. 14 pgs. 2 Smiley, E. Thomas, Nelda Matheny, and Sharon Lilly. 2011. Best Management Practices -Tree Risk Assessment. Internalional Society of Arboriculture. Champaign, IL. 3 Dunster, Dr. Julian et al. 2013. Tree Risk Assessment Manual. International Society of Arboriculturc. Champaign, IL. Washington Forestry Consultants, Inc. 30 Valley Medical Center -Revised Tree Protection Plan relation to targets. It may include sounding the stem to look for internal decay and/or the use of hand tools, or binoculars to view the crown better. Surrounding site conditions are also evaluated. Level 3 -all of the level 2 techniques, plus advanced methodologies such as coring or drilling the tree stem or roots to look for decay, a climbing assessment, probing, pull testing, or radiation, sonic, or subsurface root assessments. In tree risk assessment, targets are people who could be injured, property that may be damaged, or activities that could be disrupted by a tree failure. A tree must have a target for there to be a risk rating higher than 'Low'. The target has a value and people are the highest value target, followed by structures, cars and other high value objects. Fences would be a low value target. As part of a target assessment, the assessor considers if the target can be moved out ofreach of the tree or tree part that might fail, or if people could be excluded from the target area of the tree. As part of the risk analysis, the assessor must conduct a site analysis. This may include looking for signs of recent tree removal that may expose a previously sheltered subject tree to winds, construction activity that severed roots of the tree, or other site or soils conditions/changes that affected drainage or tree health. Defects often predispose a tree or part of a tree to failure. A key part of tree risk assessment is to categorize the likelihood of failure of the tree or a defective part. The tree or defect is examined, and the likelihood of failure is categorized in a matrix (below) as: Improbable, Possible, Probable, or Imminent. A tree with a lifting root plate would likely be categorized as 'Imminent' to fail. A tree with a broken and hanging branch that is still attached would likely be categorized as 'Improbable' or 'Possible.' Cracks in a trunk or branch would likely be categorized as 'Probable' or 'Imminent' to fail. This rating of 'Likelihood of Failure' is then brought forward into the Likelihood of Failure and Impact matrix to assign a level of risk of the tree. The level ofrisk is then categorized as Low, Moderate, High, or Extreme. The following 2 tables are used by Tree Risk Assessor Qualified professionals to rate the risk of the tree. Note: this system does not use a numerical rating system as old systems used. Washington Forestry Consultants. Inc. 31 Valley Medical Center -Revised Tree Protection Plan Matrix I. Likelihood matrix. Likelihood Likelihood of Impacting Target of Failure Very low Low Medium High Imminent Unlikely Somewhat likely Likely Very likely Probable Unlikely Unlikely Somewhat likely Likely Possible Unlikely Unlikely Unlikely Somewhat likely Improbable Unlikely Unlikely Unlikely Unlikely Matrix 2. Risk rating matrix. Likelihood of Consequences of Failure Failure & Impact Negligible Minor Significant Severe Very likely Low Moderate High Extreme Likely Low Moderate High High somewhat likely Low Low Moderate Moderate Unlikely Low Low Low Low Washington Forestry Consultants, Inc. 32 Valley Medical Center -Revised Tree Protection Plan APPENDIX VII Glossary of Forestry and Arboricultural Terminology DBH: Diameter at Breast Height (measured 4.5 ft. above the ground line on the high side of the tree). Live Crown Ratio: Ratio of live foliage on the stem of the tree. Example: A 100' tall tree with 40 feet oflive crown would have a 40% live crown ratio. Conifers with less than 30% live crown ratio are generally not considered to be long-term trees in forestry. Crown: Portion of a trees stem covered by live foliage. Crown Position: Position of the crown with respect to other trees in the stand. Dominant Crown Position: Receives light from above and from the sides. Codominant Crown Position: Receives light from above and some from the sides. Intermediate Crown Position: Receives little light from above and none from the sides. Trees tend to be slender with poor live crown ratios. Suppressed Crown Position: Receives no light from above and none from the sides. Trees tend to be slender with poor live crown ratios. Washington Forestry Consultants, Inc. 33 Valley Medical Center -Revised Tree Protection Plan Individual Tree Ratings Key -Condition RATING SYMBOL DEFINITION VERY VG . Balanced crown that is characteristic of the species GOOD . Normal lateral and terminal branch growth rates for the species and soil type . Stem sound, normal bark vigor . No root problems . No insect or disease problems . Long-term, attractive tree GOOD G . Crown lacking symmetry but nearly balanced . Normal lateral and terminal branch growth rates for the species and soil type . Minor twig dieback O.K. . Stem sound, normal bark vigor . No root problems . No or minor insect or disease problems -insignificant . Long-tenn tree FAIR F . Crown lacking symmetry due to branch loss . Slow lateral and terminal branch growth rates for the species and soil type . Minor and major twig dieback -starting to decline . Stem partly unsound, slow diameter growth and low bark vigor . Minor root problems . Minor insect or disease problems . Short-term tree l0-30 years POOR p . Major branch loss -unsymmetrical crown . Greatly reduced growth . Several structurally import dead or branch scaffold branches . Stem has bark loss and si!,'Ilificant decay with poor bark vigor . Root damage . Insect or disease problems -remedy required . Short-term tree 1-10 years VERY VP . Lacking adequate live crown for survival and growth POOR . Severe decline . Minor and major twig dieback . Stem unsound, bark sloughing, previous stem or large branch failures, very poor bark vigor . Severe root problems or disease . No or minor insect or disease problems . Mortality expected within the next few years DEAD DEAD . Dead Washington Forestry Consultants, Inc. 34 Valley Medical Center -Revised Tree Protection Plan Cultural Care Needs: ABBRV. ACTIVITY DESCRIPTION cc Crown Pruning of dead, dying, diseased, damaged, or defective Cleaning branches over I /2 inch in diameter -includes removal of dead toos CT Crown Pruning of branches described in crown cleaning, plus thinning Thinning of up to 20% of the live branches over Y, inch diameter. Branch should be I /3 to V, the diameter of the lateral branch. Thinning should be well distributed throughout crown of tree, and should release healthy, long-term branches. RC Crown Reduction of the crown of a tree by pruning to lateral branches. Reduction Generally used to remove declining branches or to lighten end wei2:ht on long branches. CR Crown Pruning of lower branches to remove deadwood or to provide Raisin!' !.!found or building clearances. RMV Remove Remove tree due to decline or hazardous conditions that cannot be miti2:ated bv orunin2:. RS Remove Remove basal sprouts from stem of tree. Snrouts Rep Replace Tree is small -is in decline or dead. Replace with suitable tree soecies. HT Hazard Tree is hazardous and cannot be mitigated by pruning. Tree Recommendation is to remove tree. None No Work No work necessarv at this time. Washington Forestry Consultants, Inc. 35 Valley Medical Center -Revised Tree Protection Plan APPENDIX VIII Assumptions and Limiting Conditions 1) Any legal description provided to the Washington Forestry Consultants, Inc. is assumed to be correct. Any titles and ownership's to any property are assumed to be good and marketable. No responsibility is assumed for matters legal in character. Any and all property is appraised or evaluated as though free and clear, under responsible ownership and competent management. 2) It is assumed that any property is not in violation of any applicable codes, ordinances, statutes, or other governmental regulations, unless otherwise stated. 3) Care has been taken to obtain all information from reliable sources. All data has been verified insofar as possible; however, Washington Forestry Consultants, Inc. can neither guarantee nor be responsible for the accuracy of information. 4) Washington Forestry Consultants, Inc. shall not be required to give testimony or to attend court by reason of this report unless subsequent contractual arrangements are made, including payment of an additional fee for such services as described in the fee schedule and contract of engagement. 5) Loss or alteration of any part of this report invalidated the entire report. 6) Possession of this report or a copy thereof docs not imply right of publication or use for any purpose by any other than the person to whom it is addressed, without the prior expressed written or verbal consent of Washington Forestry Consultants, Inc .. 7) Neither all or any part of the contents of this report, nor copy thereof, shall be conveyed by anyone, including the client, to the public through advertising, public relations, news, sales or other media, without the prior expressed written or verbal consent of Washington Forestry Consultants, Inc. -- particularly as to value conclusions, identity of Washington Forestry Consultants, Inc., or any reference to any professional society or to any initialed designation conferred upon Washington Forestry Consultants, Inc. as stated in its qualifications. 8) This report and any values expressed herein represent the opinion of Washington Forestry Consultants, Inc., and the fee is in no way contingent upon the reporting of a specified value, a stipulated result, the occurrence neither of a subsequent event, nor upon any finding in to reported. 9) Sketches, diagrams, graphs, and photographs in this report, being intended as visual aids, are not necessarily to scale and should not be construed as engineering or architectural reports or surveys. 10) Unless expressed otherwise: 1) information contained in this report covers only those items that were examined and reflects the condition of those items at the time of inspection; and 2) the inspection is limited to visual examination of accessible items without dissection, excavation, probing, or coring. There is no warranty or guarantee, expressed or implied, that problems or deficiencies of the tree or other plant or property in question may not arise in the future. Note: Even healthy trees can Jail under normal or storm conditions. The only way to eliminate all ri,,·k is to remove all trees within reach of all targets. Annual monitoring by an ISA Certified Arborist or Certified Forester will reduce the potential of tree failures. It is impossible to predict with certainty that a tree will stand or Jail, or the timing of the failure. It is considered an 'Act of God' when a tree fails, unless it is directly Jelled or pushed over by man's actions. Washington Forestry Consultants, Inc. 36 1 ST AMENDMENT TO VALLEY MEDICAL CENTER NORTH CAMPUS BINDING SITE PLAN • Cl) LUA--BSP () a: LND-SE 1 /4 & SW 1 /4 OF THE SE 1 /4 OF SECTION 30. AND NE 1 /4 & NW 1 /4 OF THE NE 1 /4 OF zW !ij~ 8 ~ -SECTION 31. TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. --~ ' ~ -~-M~/, ,,; CITY OF RENTON, KING COUNTY, WASHINGTON Z:1SW:zrnt ST 1 \\ ~a ~(I)~ ~ -P z 1ii g~g < 0 Is i :i: ~ -, ' ... <:' ~ z A ~ ' g () ~ g I V i!I J: ,0 FREE CONSENT STAlEMENT MD tEXAlDI SW 34'91 ST .. ad ~ ~t b! ~ l<NOW ALL PEOPlf BY 'RtESE PRESENTS lHAT WE 1tE UNDERSIGNED OltERS ti FEE SIWLE / ii oo r:JF 'D£ LANJ HEREBY SUBDIVEED, HEREBY D[(1AR[ 1115 BN>ING Sl'E Pl.AN 10 BE 'H SW ll1H ST S~ST ~~ GRAPHIC REPRESENTAllON OF 11,£ SUBDMSKlN MAD[ tEEIY. 0 N VllNESS IHERECI" VI£ HAVE: SET OUR HANDS AHO SEAI.S. SW 41ST ST I .A ~ a: a: §~~ .:::) ~g~ y J: Cl) SITE -en o ~~; ~ Ill u, r ::, z -I!: ~ CIN1IR ID :5 \... SE 43RD ST ... BY BY I /)I • :i-' :i-' -., ., i . I!! ~VICINITY MAP 0 ~ ~ NO SCALE all Cf:llill gEeAll'IWNT f:iE ,~:u z EXMINED AND APPRO\ED 1115-DAY OF 20-:5 Ill~~ a. ~l!:!i ICtfC CClJNTY ASSESSOR DEPUTY klNG COUNTY ASSESSOR ~ ,J"'lij LOT AREA TABLE en !.lo< ACCOUNT NUMBER Cl ~~3'- ElCISlllG PR<lP05ED z f~ OteWZ Ql)CIQN <Z8JIICAJI MCA SO. FT. MCA SQ."· _,..,_ i5 TOTAL 8SP Sl1E 1,.183.311 31.7'64 TOTAL BSP SITE 1,JBJ,311 31.7~ ~~ I HEREBY CER'IIFY 'IHAT AU. PROPERTY TAXES ARE PAI>, 'THAT 1tERE: ARE NO DEI.JNQUENT LOT 1 31111,II04 8.117111 LOT 1 4'1J.403 10.IJIIJ z SPEQAL ASSESSMENTS CER"IFIED TO 'MS OFFICE FOR COULC1ION AND lHAT Al1. SPEaAL LOT 2 11.572 0.421-4 LOT J 20,892 0.47"0 iii > ASSESSMDO'S CER-.m TO lHIS Cfflc:t FOR CCIJ.£C1ION ON ANY r:JF 1HE PROPERTY LOT J 13,138 0.3131 TO BE A£IIO\'ED t£REIN CONTAINED, DEt*:AlED AS S1REE15. .w.£YS OR FOR ANY ODER PUii.JC USE. ARE LOT 4 7,2118 0.1876 LOT 4 55,687 1.2779 PM> IN F\1.1. 'HS _ DAY r:JF ,20_. LOT 0 25,,831 o. .. JO TO BE A£IIO\'ED LOT 8 142.158 3.2748 LOT 8 192.JOO 4.4148 LOT 7 27,378 0.8280 LOT 7 27,371 0.1285 ---DEPUTY LOT 8 37,642 0.8841 LOT I 37,642 0.1141 APPft9YN NQJE LOT o 25.024 0.574' LOT• 2'-024 0.5745 LOT 10 000.843 13.0IJO LOT 2 481,006 10.!51132 !r art aF RENTON 1RACT. 14,311 1.478, 1RACT A 14,311 1.47e t-~ EXAMINED AND APPRO\ED PER RMC 4-7-2JO. 'HS __ DAY <7 ___ • 2DL-PARCEL B 43,JOI o. ... , LOT O ,.,_ 0.8238 ~ '~~ OIREC10R r, COMMUNITY • ECONOIIC C£\S.IJPWENT, aTY CF RENTON () Ir u:: I= ·11 art ENGINEER, art OF RENTON a: UJ () i&! ~ l L._ \ ;' 2 ,~'. :, ~ ~1: a: ft1,;1!!1!s AQCNOIUDGEMENT ::, ~ en ,d, :g STA1E r, WASIIHGTCIN ) S.S. =~; I COUNTY <1F KING ) Jl!i ~ 9lE ZONINC: & ~ ON ltlS--DAY (7 2011, BEFORE 1HE <XlMMERQAI.OfFICE UNOER51GNED, A NOTARY PUBLIC ti AND fOR 'DE STAlE: r:E 11 ~. DULY COIUSSIOtCD AND SWORN, PERSONM.LY '1111£ RB'ORT IIEn1IEHCE: i V> i -TO ME KNOIM TO BE 1HE 1115 SUR\€Y WAS CONDUC1ED ACCORtll"8 lO 1HE DESCRP1k'IN SHOWIH, 0 Dll.Y AlffllORIZED REPRESENTATI\ilE r, VAUEY IEllCAL CENlER, FURNISHD> BY fMST AMERICNII 1111.£ INSURANCE: COMPANY, COMllllENT 2i NO. NCS-81!5121-WA.1, DA1ED SEP1EUEER 27, 2011. 1HE EASDtEN1S SHOWtil CR u ~ PUB.IC HOSPITAL DISTRICT NO. 1 Afrl> vttO DECU1ED H N01ED HEREON REI.AlE TO 1HIS COIMTMEHT. ~ II.' ~ FDREGCING INS1RUMENT, AND ACKNOVUDGU> 1HE SAID N01E: EASEMENTS CREAlED OR AESCINOED AF1ER "HS DA'E ARE NOT l!s ~ ~ INSlR\.IUENT TO BE 1HE FREE AND VWJNTARY liCf ANO DEED (7 SHO*\I OR N01ED tEREON. () : ll!s § SAID DR<WIZAllON. FDR 1HE USES ANO PURPOSES -u:: >-' liENIK»E), AND ON OA1H STAlED lHAT HE/SHE ts AU1HORIZED 1.£1lAL~: I= a.. 0 TO E>CEQJ1E 1HE SAID INSlRUIIENT, '1l1IESS MY HAND »E a: iil ? CfflaAL SEAL ntERETO AfFl)IED 1HE DAY AND YEAR FRST ABO\£ PAIICB.t UJ .. s I~ LOTS 1 'HtOUQt 10. TRACT A AND PARCfl. 8 r, YMJ.EY MEDICAL COflER NOR1H () ~ -· ~ IINDINC SITE Pl.AN NO. WA-93-108. BSP LN0-35-0007 RECORDED IN \QJJME 111 AT PACZS 8lil 1HROJGH 93, INa.lJSI\€. IN ICING COUNTY, WASHIIG'RJN; en li!I al EXCIPT H BULDHC AND .. PRO'tGIENTS LOCA1ED ON SAID PARCIL 8. 11: '.? SIGMA 1UAIE CF NOT ARY PUii.JC DA1E UJ 0 PAIICIL It 0 I • :c . '.? 1tE BUILDING AND WR0'10tENTS LOCA"E> ON 1HE F'ClLCNN. DESaEED PARCEi.: a: I I; i PARCEL B CE VAIJ.£Y MEDICAL. CEN1ER NOR1H CAMPUS IIINDlfG SIIE PLAN NO. 0 ffi ---MY-TElCPIRES WA-93-108. ISP LND-35-0007 R£CORCE) 14 Ya.LI.IE 111 AT PACES 81 1HROUGt1 113. () INQJJ5IYE. IN klNG CCUfTY, WASHI\IGltlN. < ; UJ ~ a: ~ ~ ~ ": . ,. 0 ~J;t $ COVER SHEET $ ~ 1l ~ J, ;;- ~ i ~ i 0 2 0 ') g ~ I ;;; 0 LUA- LND- ; ii BSP OJA~ RADIUS Ct 389.00' C2 289.00' C3 311.00' c• 47.50' ~ 089.00' C8 089.00' C7 280.00' C8 20.00' C9 72.00' ~'\:vl'~ v,.s~'ll~'I<'\: CURVE TABLE DB.TA LENG1H 131>2'Je· 118.M' 0"10'08" 41.27' 4"54'24• 29.13' 83i,·2r 69.04' .,,.,r 43.05' s~·,.,· 71.oe' 11'53'00" I0.01' 81'00'10-Jl.71' 15'07'20" 19.00' $ d ~w 1 ST AMENDMENT TO VALLEY MEDICAL CENTER NORTH CAMPUS BINDING SITE PLAN SE 1 /4 & SW 1 /4 OF THE SE 1 /4 OF SECTION 30, AND NE 1 /4 & NW 1 /4 OF THE NE 1 /4 OF SECTION 31, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. CITY OF RENTON, KING COUNTY, WASHINGTON LINE TABLE IJN( lllR£C1ION DISTANCE L1 N89'0J'08'"W 10.88' L2 NOO'o.Tla"E 122.40" LJ N89'1>J'oe"W 00.70' L4 N89'1)J'oe"W 80.19' LO N01'2J'51"'E: O.JT .. N58"08'41"w 41.ec:f L7 N21'711"14"E 50.49' L8 ........ ..,.,. 8.00' u N21"J1'209£ 27.50' LIO ........ ..,.,. 113.40' L11 N31"30'29"W 44.17' L12 ........ ..,.,. 104.17" Lil N21-:S1'20"'E n.40' L14 N201>3°11"W oe.JO' L15 ...,......,.,. 00.00' LIO N21"J1'209W .. ..,. L17 ........ 40"W 108.00' L18 Nll8"20'00"W 111.00' 11-C~\, \ :5"----..E':....----=------ ?I-~\,Q'\: 21 MAIN=~ RAMpSR167 YI r,ioRTH , "'"'"' l§Clj)Q' jjor2S':52"11 772-CO-GENERATION o<Dl<'"o"'°"'"°" BUILDING ' . rn u ffi ;r ~~ 19~ i...- cna ~~~. ~ ill u~ § I!; I::::! -... • N u ~ ~ -.. !:: ~ ~ ~ g :r {IJ I ~~~t ~-, @ il:i ~ 0 > < a: a: ;~~ :i iil g~ en o ~~~ ~ en "' :iz ~ I!:'- ID~ -~ .Iii/ii~ l ~ ~ UN( OIREC110N DISTANCE LIi N21'J0'01"E 10.SS' L20 Nl8"29'51-W 23.K' L21 NOJ"D8'15"E 47.50' L22 N20"08*1rW" 47.50' L2l ......,.. ..... 15.14' L24 N21'29' 8.19' 1.25 N88"33'1Z-W 131.00' L20 N21'211'48"E 37.00' L27 NWJJ'12"W 71.00' L20 Ne7'53°44-W 51.79' 1..29 N21"27"lll......:::r;: 151.17" LlO Nl8'01'05"'W 121.10' L31 N21'41'H5"! 1.07' LJ2 Nl8"38'12'"W 121.91' LJl N21"25'M"E IS.18" LJ4 NCS8933'11"w 208.lO' LlO N21'l0'01"E 78.07' LJO N81"53'44"W 38.27" L37 N07'04'10'"W 17.31' LJO NC>n2'0l"W 1M.18' LJ8 N04'02'00"E 82.00' L40 Nl8'28'10-W 72.88' z :5 L41 N20"l0'40"E 127.58" L42 ..aa-44'M'"W 119.78" 0.. OTY Of RENTON COOROINA TE SYSTEM NORTHING: 164,147.41 EASTING: 1,299,099.050 ~ en ~~~ ~~" z ~~iii §•I \:::'\ FOUND BRASS ROD IN CASE CITY OF RENTON CON1ROL POINT NO. 1229 NORTHING: 163,956.15 R-211.00 ------- Cl z i5 z iii 'ii!: . ~~~ j~~ -.:._A~~:~,299,050.25 + ~71VW ---~--- I ~-NOSt>a 19·r ao•:-io-=---; I FOUND BRASS ROD IN CASE, DO'Mol 1.1' 46' Cl TY OF RENTON CONTROL POINT NO. 1227 • r--. > NORTI-llNG: 163,155.06 !1 t ~ ~ EASTING: 1,298,978.22 I 1 ~ ~ ~ c:i ,. 16 ~ ;:51;: I .. "'"'El* ~ ; ~ e~ ~ v; . .. IE ~ ~ zl .......... 113.50' ..,,.,, .. 1l1.7l" FOUND 2• BRASS DISC IN CASE. DOWN 1.0' CITY Of RENTON COOROINA TE SYSTEM NORTHING: 163,974.43 EASTING: 1,298,666.96 ~ 100 .J "' -(ISIDT) "° I 1moh•l00 It. 100 I LOT LAYOUT " ~ ' ' / , ~ i i I f ;': ~ i LUA--BSP LND-- (\,O"i II) MUL fl-LEVEL PARKING GARAGE ~LOT LINE------ '· ro BE R£AIO\£II ~ 'l\'e."iV't\U 'e.p.s'e.\k'e.'tl"i '· ' '·, ' ... ~c"iP. 1 ST AMENDMENT TO VALLEY MEDICAL CENTER NORTH CAMPUS BINDING SITE PLAN SE 1/4 & SW 1/4 OF THE SE 1/4 OF SECTION 30, AND NE 1/4 & NW 1/4 OF THE NE 1/4 OF SECTION 31, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. CITY OF RENTON, KING COUNTY, WASHINGTON yp.\lC'e.\, \ (\,O"i \) LOT Ju~// ro BE R£AIO\£II / l _ I I I %' I ;:::-;:- t:; ~ ~ I~~ ls 1~~ 'i: .., 3 Cl: c::, ii' 11.'1 ~: u iil ~ • I I I I ~VARIABLE WIDTH ROW I I . en ~ ffil; --~ 'i ~ a ~ z ru fil :i: :! () ~ I-() :i: o6 ,6 ~ ~ 8 0 0 ~,,. w ~ ~.1 ~ ii: g j~ I·iil ~t rJJ D §~~ =i z (\J(/)0) CD :5 «<UI z ::i c.. w t:: rJ) Cl z 0 z in ~ 100 ..J "" 100 .. -I I ( Ill' ftlT) 1 IDcb -100 ft. I ... 8 ... i 0 ';.. .., ~ ~ u ili 1/) ~ V) "' ' -I!; N ' ,;.:. ,;.:. a, a, ~ i ,i. I!! 0 0 ~ ; ~1 :i fl 1/) ,.o "' ~; >a 1/) § EXISTING PARKING & ROAD LAYOUT '--------------------------------------------------------------------------.....1 ~ ' J 1 , ~ > i ? I ~ LUA- LNO- BSP ~ 100 ? 50 100 1w • • I ' .--u.JVIO:: <iO::V'IW ii'.I2':':J~ viuz:::i ~~~~~ :r:WV)W v,o:: Ge'.o UQ,c(Z c111nn) 1 mcb-100 ft. WATERLINE EASEMENT REC. NO. 8610311868 I I I I I I I I I .....,.._ I I I I .,, f.., 0 .., 1~;j, ~~:~e l~~~t5 cf.\.\ ?i»\1. Uil~ ~w<om ~~~~~ ZIDzf':~ ~j~§~ ':':JN~wbJ ;.j:i,oVJCDj; ::~~~ ~Zii3i7ib .... s i z I -LVI LIIVC. ro B£ ROI< ~u ~f,"i~f,\s"i .,i,.sf. ,, .... .... 1ST AMENDMENT TO VALLEY MEDICAL CENTER NORTH CAMPUS BINDING SITE PLAN SE 1 /4 & SW 1 /4 OF THE SE 1 /4 OF SECTION 30, AND NE 1 /4 & NW 1 /4 OF THE NE 1 /4 OF SECTION 31, TOWNSHIP 23 NORTH, RANGE 5 EAST, WM. CITY OF RENTON, KING COUNTY, WASHINGTON ELECTRICAL EASEMENT REC NO. 661145 --REC. NO. 1103039: El.EC1RtCAL ~. BLANKET IN NATURE REC. NO. 279-1,913: SLOPE EASEMENT, COULD NOT BE PLOTIED DUE TO l.AQ( OF OIMENSO.S ~ REC. NO. 6$3.3037: CO-..£NANTS. COtOTIONS. RES1R1C1IONS Nt/JJ/~ EASEMENTS. B£ST COPY IS UNREADABLE REC. NO. H1144: El.ECTRICAL. EASEMENT, LEGIBLE COPY OF RECCA'.> WAS UNAVAL.ABLE RE:C. NO. 661145: ElECTRtCAL EASEMENT, LEGIEI.E COPY OF RECCA'.> WAS UHAVAI.ABLE REC. NO. 7601120549: El.ECTRtCAL EASEMENT, NOW LOCATm IN 1HE RIGHT CF WAY REC. NO. 7908200811: ACCESS EASEMENT. Bl.ANKET IN NATURE REC. NO. 8201120257: IINERAL EASEMENT, 81.ANkET IN NAruRE • 1/) -~ ~ ~ ~ ~I ~ ~ ~ ~ z w ij -...J 6~ f-() :i: oa c6 ~ 0~ a ~ ~ ~i •1 ~3~ 81 ... ·21 ii ... ,i ~ 0 -... ~1!18 ~ ELECTRICAL EASEMENT REC. NO. 6611"'4 Rtt. NO. 8905191454: UllJ1Y EASDENT. NOnlNG PI.OTIASLE IN TI£ DOCUMENT REC. NO. 8905191455: ~ANlS, CONl'.ITIONS. RESTRIC1IONS AND/OR EASOIENTS. NOltlNG Pl.OTIABU: IN DOCUMENT REC. NO. 92~140428: U'IIJTY, PARKING ANO ACCESS EASEMENT, NOTHNG PLOnASI..E IN 1HE DOCUMENT REC. NO. 2016091000747: AMENDMENT 10 DEa.ARAlK>N <E EASEMENTS AHO UllUTY SERVICES AGREEMENT (t1CLUD£S STORM DR ... AGE EASE>e<T, BLAN<ET IN NATIJRE) Ww 0> a: a: .:::> I 1/J (/) 0 :::, 2 CD :'.5 ~ ~-: V) (0 ~~~I~ I 1=1 ~ ------ 15' SEWER EASEMENT REC. NO. 8212090481 15' ELECTRICAL EASEMENT REC. NO. 8604040492 lLECTRICAL EASEMENTS REC. NO. 8104160537 &: 8804040492 R=B00.00 6=14,0'3.:r L=197.93' 1.J1"-r-l----. ELECTRICAL EASEMENT REC. NO. 8804040492 «<UI z 5 a. ~ Cl) Cl z 0 z iii COMMUNICATION LINE EASEMENT REC. NO. 8111160317 12' SLOPE EASEME.NT REC. NO. 9307121299 R-14.00' ....aoctOO" i,,,21 • ..- PORTION OF REMAINING WATERLINE EASEMENT REC. NO. 8104130478 ~STREET USE AGREEMENT REC. NO. 9301150938 ; ~1 ~": ..18 ~~ file "o: ~~ >a <I) § ~ I!! ~ I ~~~ ~- ~--~, r -- 1.i.11'!'1 11 I 11 ,,, I '11f 1Jd1 1iii1 !f 11 /.1.1 11 I.I. 11 I JI 00 I ),iJ = '"' .1-1.1. !""""'iii. SCALE 1"• 80'-0" EB O' 30' 60' ,,. '"' I '_/ \ u " II\ '" I.. \ \', \)) I ' ; ' ' ' ' ' j,/ ' ' ',' ,, (r' \// ,, ,, j/ l V': '~~; /:') ,, //,' ;,/ ,, /,// ' ,, (,, ', "i:> ,1:f:/ /// /,',' 4/ !!,,r- ' ( I:~) lJW Medicine VALLEY MEDICAL CENTER MEDICAL OFFICE BUILDING AND PARKING GARAGE EXPANSION 400 SOUTH 43RD STREET, RENTON, WA 98055 101780.00 nbbj 223 YALE AVENJE MORTli SEAffiE,WASHNJTON91110II PHONE20S2235!65 FAX2062235000 f ~ ill § I, I ~u D C '\ D ~ [ ' \f_ t" ±.: C C B )i ,, l"""""iiii rJ 15' 30' ,a B A -- j SCALE: 1• • 3CJ.(T 120' A EB nbbj 223YALE AVENLE NJRTH BEAmE, WWINJTa\11111109 PHC>f£2082235566 FAX2089212314 PROJECT™" Cftta.NG~ --11:Z'57:lND""1!S KENT.-N0312 ~----IUFNTA'<E.8TE8211 SU.mlE.WAllll104 ---MADTTI 182oaM11'1AI/EW.8TE2m l'l'NNWOOD,WIIMOll ------3009112AVEN£,STE .00 IIEU.EVI.E,WAtlCIOI UWMedicine VALLEY MEDICAL CENTER NORTH GARAGE EXPANSION CONSTRUCTION DOCUMENTS _, •»•·,-J 101780.00 """" 1·•3(1.(f' 1<W12/11 SITE PLAN A0.01 1»08 PREl"ARED ON AN OIIOINAI. 8IEET 81lEOF:M"XlO" ' I ~ ~ .:.::::<r ,, \ l'e- ::::=: \ EXISTING BUILDING TALBOT MOB NEW MEDICAL OFFICE BUILDING ~ FUTURE GARAGE MATERIALS LEGEND o----~--c;a-~--· ---g ~--- [3~11--- D ~IOCI.IJl-l8" D-·-~-- EXISTING BUILDING VPCNMOB \ ~ ~-E~Nm~-,~~~-0f~==~~~~,i----~-~=:;;J~ffiii ······/jrf ?~r:rn~rrtr 1~n~1l~~~n 1~11~IT1f T \\ I \\\, .• _ _ . \~ ' ' ' ' 1, '1 ,, \ "' G) !~;HITECTURAL SITE PLAN ® nbbj 223 YALE A\IENUE NORTH BEAT1lE.VNHINOTCN9810t PHOfrElGl2Zt5M6 FAA:2m2235000 --· --''(>: ~~,S!.'1~n'!.~ ,a,,..-......_IO..I .... ---1Wl.lC)e!Gl)2$'-Cm 'AAMCllolZll:11....W -·---· --~R~~~N ,.,,,.™ ... -....~100 -TT\.I.Wil,,NIO,._ ::x:gi==~ _\ ,,, HEALTHCARE ~ALTY lJW Medicine VALLEY MEDICAL CENTER Healthcare Realty Trust VMCMedlcal Office Bulldlng 100%DESIGN DEVELOPMENT -w 10 "'"''" AD ARCHITECTURAL SITE PLAN A0.01 DWO$'""E-WOHANORIG-S>1EET TREE RETENTION PLAN FOR I~ 111111§ ~~ , INE -VALLEY MEDICAL CENTER -NORTH GARAGE EXPANSION ·--::·/·-~.>. ,,; i ,-_......... -~ /TR~S-T~BE~)NED ~, ~ I (/1 I 1111111 1·-40· ~ _:,.,;1"-Yt"-' .... /;' ', ' !, ~~ a"9IQII -'' ""-. ',,,~--··-:. ' +--:.c.' : ! ' ;~· . -. '"'. ·, .. '. .. ··--,,';.", . ·TREES O BE RETAINED ~ ' ct;llTIF1C"-lE>«>7H I 11111 I~ Q.. ~"'<<~ -~,~ .... , TREES NOT INCLUDED IN CALCULATIONS ! 111111 ~ a: ~ w TREES NOT INCLUDED IN CALCULATIONS .............. ~it,! ~"-~(5 !Mt.S "0~ ~!!,~~ ~r) ':"<3 ~ ~!iji !M ,,,v, ·;,;;·'· . --, -,i,~~+f·.· ,, ... . .i.c:::· l" . _,. m ··_::,_ I - ~ -- ! "-Z • oo a TREE TO BE RETAINED (COUNTED IN CALCS) ' - ; ~ TREE TO BE RETAINED ·:_~-f,{j (COUNTED IN CALCS) TREE LEGEND E-• >-z ~ ~~ ! '1 I, TREE TO BE RETAINED----f<J (COUNTED IN CALCS) TREES NOT INCLUDED IN CALCULATIONS x··~ .. y:·~ .. Yr'""' TREES NOT INCLUDED~ IN CALCULATIONS --./{/ __ ---;l} <$ 21/{ ::?}/ ~l!f ·_l:J -·f>' _JI ,fl JI/ il:J fJ/ 'i'l kl (tiJ: .~-· TREES NOT INCLUDED IN CALCULATIONS < . . I = FOft CQl'UANCE ,' , TO CRY 8TAN>Nl:)8 ' . I I lJ<oltWl. 0 * -J Bo\RQ-WJS[N CONSULTING ENCNI~ 1821!i72NOAVENUE:SCl'.JTH KEN1,WA9&1J2 (42!,)251-6222 (42!i)2!i1-8782FM CC>tiTACT: DAN BAU,iEW EXISTING DECIDUOUS TREE TO BE RETAINED, PER TREE PROTECTION DETAIL, SHEET L-2 EXISTING EVERGREEN TREE TO BE RETAINED PER TREE PROTECTION DETAIL, SHEET L-2 u r • lj -EXISTING DECIDUOUS TREE TO BE REMOVED EXISTING EVERGREEN TREE TO BE REMOVED @,'· i; ~~ ~oHA(J,s, rf-Y "< .... ,.,_,QfNG#t. l:i l·· 111111111 CITY OF RENTON ocu.u,ry NC EOONOt«: DE'IELOl'liENT TREE RETENTIOf"l PLAN R 11 g ~ u.j ~ TREE RETENTION PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER -NORTH GARAGE EXPANSION .......................... DEPARTMENT OF COMMUNITY AND ECDNDMIC DEVELOPMENT ----Renton 0 TREE RETENTION WORKSHEET PwiMincDwislon 1055 South Grady Way Renton, WA 98057 Phone. 42S-43Q.7200 I w-rentonwa-aov 1. Total number of trees over 6H diameter\ or alder or cottonwood trees at least 8" m diameter on project site 97 __ 2. Deductions: Certain trees are excluded from the retention calculation: Trees that are dangerous2 Trees m propo~d pubhc streets Trees in proposed private access ea~ments/tracts Trees in critical areas i and buffers Total number of excluded trees: 3. Subtract line 2 from line l: 0 0 _o_ _2_8_ ~ 69 Ne1tt, to determine the number of trees that must be retained', multiply IIM 3 by 0.3 in zones RC. R-1, R-4, R-6 or R-8 0.2 mallotherresidentlalzones 0 l 1n alljcommercia~and indu~trial mnes List the number of 6" in diameter, or alder or cottonwood trees over 8" m diameter that you are proposing5 to retain': 6.9 ---- ---- trees trees trees trees trees trees trees trees trees Subtract line 5 from HM4 for trees to be repl•ced: (!1~11e60i,eroor!eu,,tOl)h~e Norepl•uffl<'ntlri'tiUer~uored) ____ trees 7. Multiply line 6 by 12" for number of required replacemem Inches: 8. Proposed size of trees to meet addiUonal ~~ntina: requirement: IMinlmuml"callpertreesreqlHreclfor~othefwlHenterOI Divide line 1 by line B for number of replacement trees': [lfremamder1s.Sorgreater,rounduptotheneKtwholem1mber) ____ inches ____ inches per tree trees ---- 'Me .. ureda\4~'a.t>ovesrade 1 AtrHcertlfled,1n11,,muen"por1,a,dead,lermlnallvdloea,ed,damaged,orotherw,~clangerou,1operwn,0<propert~bv1hcensed l•ncl•c.peirch1tect,orcertsfll'd••D<>11ot,and•pprovedby1heC.tv 'Cfll1<~I area,. such as wet~,. mum,. floodpia,11, •nd pmlKled ,lope,, are def,ned ,n RMC 4 l-0'>0 'Coun1ontvtn<>oe1,....-.toberet.-l""d01,rhideofcrmuilarea.andbuffe~ 'The Cl!~ m.v requore m0d1h:.it1011 of the Uff retenllOll pli,n to tnwre retenuon or tile ma.,mum num!Mr of tree, per RMC 4-4 130H7a • When the ,~1.llfed number of protKted trees cinnot be retained, re~ml'nt tree,, wtlh at le••I i two-Inch (l") cal,per or an l'Vff8reen at lea,t ,cof...,tWlt.oll,<h.lllbep(anted S,ee~MC4-4·BOH.1e.(nllarprot11b,tedtype<ofr~menltree• ' P1o-W.-llunniC ___ lnt,•--AIIJIIJb<tll-t,•••11> "--Allot .. -.,_...., ____ -""" aeonnuc:.c,.,s11np,._.,.. n.---no1•.•-• . .-01_...,.._,._..,....,,, ...,.._..., .......... -.. _ ... ..,..,._..r. ------.,._.,. ........... , ..,._ .. _......,~ ...... -o1 .. ,,_..,_,._ bF-P--RaqunctPnorlo<ll,. .......... _.INappc"'1111111 ___ .. _ (9'f"9~-·'*""""""'1""" ............................ 0.-a/ .. --"'·'·--................... __ ... _.,,,,_.,._,_(l2511ot•....,--11"\a/_.,.,.,._ .. ar-r.0111Dn,g ... .,.._,o1,_p_hcl.Pll<aU""alt1apa:-,o,,i.r,,;;,,g•,.r,fltr-11117) ~ ... -."NOTRf.llPASSa,IQ-Pn;,_T,_,•o,o,,--dN .... clr,gr-Nn ..... - (!!O'l a., ..... to-ltyPN*<:lld-01~ot-·-·--·nclllQMMl_ln_l __ :.:::--..:::::.(4)_ 1n __ ... .......,.. .... PID.._ ... ~,.._,-.. ....,...,-,,. C.---~·-.--ldpnlng10•-ll>N-IIION,.llc. .. _lalnt __ • ..,,_-..,.,.. ... .-...... Tlw-Wa/ln_ot_muolNeciual11> .. ........... ,l..,__....._ __ .. ~U..Thl~-nol .. _.._.....,._ .. __ _..,._ ... ....,~ ......... ,,,..., ....... 111_ •R9-0110.C..0•-N~i...c,~T-Thl~--·..,.-tor.-,...,,..,, .. __ ..,. __ olN--.O-(lf ... --~111'*'11>-ol .. na,or(I)., _ • .....,....,. .... .,.,...,_oncl ___ (\-l/Z)ln-b<•lefl--;1")0!-Calp!Or//li.i,ar r..p_,.,,..,_"" ____ .... .,. ______ IO'd.Ml't.12-3-2012) IM"'2'1U}Olr~//II--Ol .. ._nd~-N......:l~ancla_,. ..... ,,.....,,..dt,--o(l")d_<f>sl_P...-11>-al ... ~llndng E,.,._ffllr• _.,....:iwt, • ...,1:11.c-,.,-p,,111e11<1c,on ..,-~ (Cini Ml'II. 12.1-:ioil) g.~11aq1.r-o.rqecn-n,._..,..,._,_., • ......,.,_°'_-.,. __ ..,.,....._ .. ..,_a1h>m<11,......,..,., __ ..,_11r-.n-,._ ..a -·-~""'"'-•na11 ....... c1-ri•••10•- h _,._",.,...,._..,. __ ,11au-11<111ormr.010~-1°'_., .... --(Or<IMl'tl12-3-20\2) TREI; PRQIECTION DETAIL CIECl(8) FOR <XlY'lJANCE TO CffY BrANWDB -EW!GHAI..ISDICONSULrN;;~l<j[[RS 1621:i 7Zkll il.VENJE SOUTH K£NT.WAg&)Jl (42:i}2:i1-6222 {42!>}:B1-8782F..U CONTACT:OANBALM£Ut ~GHA<,\\' ~.,,.~· .~\ '; ! "c:. 4r· (~'lfo ~NQ\'At,t. .. I~ 111111§ ~ I (/) I I I I I I • er ~ I 111 11 I~ a.. : 111111 ~ ~ ~itJI 8.J; !:/i!jjj..., ~iii ~!iji !!ii ~ -·- " ~ ~~d b : ~z ~ -~ ~ uo:: I ~1 • - ~h ~ 1 i:~ I I r i!• !11111111 CITY OF RENTON CCMI.NTY J#J e:::oNOMC CBB.OfV:NT TREE RETENTION PLAN .!!. 11 g ~ g ~~ 1·-20· ~ '-~- -1 LANDSCAPE and IRRIGATION PLAN I~ 111111§ FOR UW MEDICINE VALLEY MEDICAL CENTER -. . ·, ,, SEE WATERSHED MITI~ TION '\ \ ~ DRAWING SET. LANDSCAPE -_ ~-! -----CONTRACTOR TO COORDINATE .1 CRUSHED ROCK WEST OF PARKING GARAGE WORK AS NECESSARY EXISTING VEGETATION TO REMAIN. RETURN TO PRE-CONSTRUCTION CONDITION AFTER IRRIGATION MAINLINE IS INSTALLED NORTH GARAGE EXPANSION :,,~\.~,()~~ ."" \ "~ ',. ' "'",~'- ",, ~ORDINARY HIGH WATER '"' .......... . " -, "· '"· '· . ·, '"' ., R~MOVE BY HAND NON-N;,l'IVE ~DY PLANT , SPECIES. REMOVE TRASH FROM AREA REMOVE IVY . e/b, ''FROM EXISTING TREES PR,OPOSE\1. TO BE,RETAINED LIN[ 0f-"'.':1FFERING .\VIBAGE " " . , \ ~ ~~ ', ~ ", Of S~~ 8UffER , '-, --........ , '" 1 1~ rsElc WATERSHED 1.11T1CAT10N •,DRAWING SET. LANDSCAPE CONTRACTOR TO COOR DINA TE ·• -"'9:K~~~~~RY -·-:_~ - ------..._ -=o--:·::x ,--.,.-----~ - EXISTING BUILDING \ ~ ·, o'>··,.,, . '"'- 0 ;, : ;"~ <c 'c; 3"DEPTHARBORIST ·, WOODCHIP . MULCH WHERE DIFFERENCE BETWEEN RAMP AND FINISH GRADE IS LESS THAN 4' CITY OF RENTON I Vl I I I I I I l<f g ~ I 111 11 I~ c.. Ii ~ ; 111111 ~ IC ~ w ~it,1 8._~i ~[jj 'O ~~~i ';"<3 ~3: ~!iji !II ~ - 1 "-Z • oo a E-< • ~z , _tz:l?. u~ ~ !K l £ - ~j! ii !I I --,- ii~ il~ ~ i!·' II 11111111 ~GHA<,4' CXM&NJY w, ECCNOIIC CBB..CftiBfT O£CKED FOR CQl'UAHCE TO arY 8TNCWl)8 ""'""' BAAGfWJSEN CONSULTING O.C.NITF!S !821".)72tt041/0«.£50Vn< KENT, WA 98(U2 (•25)251-6222 (•25)251-8782fAX CONTACT !WiBIJ..MO.U ~T~-~.~ ~ ~~ ... .Gs ~~- c,.,,,OENll .... ~~ .. LANDSCAPE PLAN NORTH fl 11 g ~ g ~~ 1'•20' ,,I 1111 nt [ANDSCAPE and IRRIGATION PLAN FOA I~ 111111§ UW MEDICINE -VALLEY MEDICAL CENTER -NORTH GARAGE EXPANSION g I (/) I 11111 If MATCHUNE, SEE 91-EET L-1 --...~~-~~-""'t"!IW" -----------1 ~'\.'\.~'®>' 0 fr F== {), r t-.: ' P ARKNG OARA<llf! I ~-~(ffi'l~ISTING SIDEWALK EXISTING BUILDING h M PLANT SCHEDULE SYMBOL @ o• (y -0 0 ~ • @ .. @ 0 El 0 @ ., .. .. " .. NO HATCH SEE PLAN BOTANICAL/COMMON NAMES = PINUS CONTORTA VAR CONTORTA / SHORE PINE THUJA PLICATA / WESTERN RED CEDAR ACER CiRCINAfUM / VINE MAPLE ACER PALMATUM 's,,.NGU KAKU' / 'CORAL BARK' JAPANESE MAPLE PSEUDOTSUGA MENZIESII / DOUGLAS FIR .:ilifil1llS; SPIAAU 8UW.l.O\ 'c;QU)ft..lME' / SPIRAEA POLYSflCH\MlilUNfUM/SWOl!OffRN t,IAH()l,jl,',tt[JMISA/DUUOR[GONCRAPE PH'r'SOCARPVSOPU...'OCIIH.IMr'/ 'lJTTLE0£'11L'NIIIEBl,RK ~CTWNOCNIPA/BAU»l1PIIOS£ t,W.i)lrl~ AOOFOl.Uil / TALL Of!E:GOH GIIAP( V...CCINIUM CNl(TUII / EV£RC;IIITN KJCKl£B£RR'1' RIBESSANGUIHEUM/RfDfLOWEJ!INC~T SllilPHOA!O,RPQALB..S/SNOWBERRY IIYRICACAL/fORNICA/PAOfC'IIAJCfiO'RllE OU,i,l,l,Gl!OSTlSACUTOfO~'l(,,l,RLf'OERSTUf / RfEOff.Anl[RGRASS PEIHSETUIIIALC#''11A,1tfUf/fOUNTAINGRASS NNON,O.oc:.ESOCA'lilOONB,11,'(/N.I.HOtiO,. LAVAADULANiCIJSTIFOUA'rlOCOTE' / L,W(NO(R f1El.JCTOJRICHOl'I SEIIP£1MREN'i 'SAPPHRE' / BLUE Cl,l,,l GRA.SS GROUNDCOVERS· GAULTHERIA 51-W..LON SIZE CONDITION 6' HT. MIN '. ' 6' HT MIN '. ' 5 GAU.ON CONT 8'HT. '.' 6' HT MIN. B & B 1 GAL. ~ I BERGEN~ 'DRAGONFLY N,j(,D._ KISS' / ELEPKANT EAA I 1 GAL CHEaCEO FOR COlftJANCE TO crrY BTAN»lllB -= 11.1.RGl<JiUS[N CONSuLTINC DIONl:E~ 1B21572MOAVDIUES0UTH KENT, WA 960J2 ('25)251-6222 (425)251-8782FAX CDHTACTO,.,.BAU,IEUI SPACING AS SHOWN ON PL.AN AS SHOWN ON PLAN AS SHOWN ON PL.AN AS SHOWN ON PLAN AS SHOWN ON PLAN QUANTITY REMARKS 2 5 10 6 J FULL AND WATCHING. STAKE AND GUY FOR ONE YEAR FULL AND WATCHING. STAKE ANO GUY FOR ONE YEAR FUlL AND MATCHING. STAKE ANO GUY FOR ONE YEAR FULL AND t.lATCHING STAKE AND GUY FOR ONE YEAR FULL ANO MATCHING STAKE ANO GUY FOR ONE YEAR FttiN'IDlk.lSHY.~TIV( FU...LNttJBUSHT.~TM FttiANDBUSHT.~Trvt FU...lANOBUSHY.~Trvt FU...l.lfttl!IUSH't'.~TIV[ F\,JllANDBUSHY, ~TM n.u AND lk.lSHY F\,JLLANDIIUSHT fll-L M.o eusm ~ I 111111& CL i ; 111111 ~ a: ~ ~itul ~~!; ~llj~~ >i~J i!II ~ ~~ ! ~~ ~ E-< • ~z ~ -~ ,:r. ui:t:} 111 Le I J ~;, ' a ii } 11 ~ 1:~ i § 24" o.c 24" DC AS REQ'O [ HOLD 12" FROM BORDERS, SHRUBS. AND TREES "5 REO'O I HOLD 12" FROM BORDERS. SHRUBS, AND TREES CITY OF RENTON i!,! I[ II ii II II q.GtlA<,,s, CCMUfTY,.., EOOMOt,£ r::l"'IELOPISff ~T:€·~~ ~ ~~¥ .Ge ~ •• l"''"'Q ~"o."'"" .. LANDSCAPE PLAN SOUTH R ' f - 11 g ~ u.j :;J LAND6CAPE Pl.ANTING NOTES AID MA TEHAL.8 ~~~f~]~~:St~G:M~~iiC~r~~:~~~l!~l~iH OU"'-IFIO,TIONS l.ANOS(;AP[ CON'TRAC[Of' TO B( ':,l<IUil) .i.N0K..0Wl.[[)G£ABU: ON TH[ F1(lD Of WORM ANO :~~c"EN~~''"i6 ~~F6~! \~ ~/ sEtE7'~~..c~1~1~~;:'"'I,J~6"i';!'c; ~soi~~AAC1011 TO JOB CONDITIONS ~l;~!t.g~~T~~~~\=~~~~:l~~r o:NE~E~~S:T~T:os R[~P~~ t,IAIT/i~L Al<O FINISH GRADES ARE ~U!;J(CT TO APPROVAL BY TH[ OWNER PROf[CfK)"' S,,\l[ ..... OPROT(CT"(.Lf:XISTI .. GPI..ANTINGSSHOWNTORft,IAIN L>ONOTP\.ANTU .. TILOlH[R CONSTRUCTION0PE>tA.llO .. $WHICHCOliFUCTW.I/EBEE .. COl,IPL[TE0 iF.o.NIRRIC.O.nON $Y51(MIST08EINSl"'1.L.£000>iO'TPI..ANTUNTILTHESYSTEr.lllAS8E[NINST"l.LE0.TESTED. ""O,o,>!>f!O\l(l)8Yll-,€ OWNE1'1 l.w.Ol..£Pl.ANT'SWITHCA.RE -DONOftw.w:;EORBREN< [~rs ~~~ ~~~:0~1:~~:~; !~~c:J~~IO~JD CW~~E~n~LT R[P1<,1ROf(XISll><GPLJ,,Nll,;(;$ DURING fHE COVRS[ OF WORK, REP,.IR '-1...l. EXISTING PLMB•IG AREAS 8Y PRUNING DEW GROWTH. R[-EST.t.BLISHING FINISH GR.av[ ANO R£-WU.DllNG TO SP£Clf"IED OEPTK l<[P/,,IRO,IRRIGATIONSY51["' OORING THE COUllSE OF WOR~. REP.ui ....... D,l,lU,C£ TO TH£ ,11R1GAHON SYST[M ro W..TCH CONOITTOOS P'RIOR TO TH[ DAl,IAG( GUARANTEE GlJ.t.RANT[[ ALL PVNT W..TEIIIAL FOR A PERIOO Of Ot<E: VENI fl'IOt,1 DATE OF FlML ACCEPTANCEOFTHEJ088Y0Wt<ER 90-0AYUAINTE-CE CCINTRACTOR TO PRO'IIOE OWNER WirH A SCOPE Of WOR!< AT T1t,1E Of INffiAI.. Pl<OJECT BIO 10 PRO\IIOE i......osCAPEAHD IRRIGATIO'< WAJNTEw.t<CE FOIi 9-0 OAY5fOLLOWING CQt,IPLHIO'< Of Pl!OJ(CT (ACCEPTANCE) OF FACILITY B'1' OW'<[II WORK TO lt<CLUO[ l,lAJNTEW,tKE "5 DESCRIBED BELOW, It< PL..Y<Tlt<G ANO IRRIGATIO'< WA!t<TEw.t<CE PI.ANTW.TERIAL..5 PL..Y<T ... TIRIAL..5 TO BE GRAD( "°0 \. SIZED I"° ACCORON<ICE WITH (MN) it.MERICAN STANDAR0SFORNURSERYSTOC!<(ANSIZ601-lllll6) PIIUN[PU,NT'SIIECEIVEOF'ROl,,ITHE '*LJR<;ER",' ONLY UPOt< AUTHO/ijZAT!Ot. BY THE LAl<O~E ARCHTt:CT 08& 8" IHDICATES BAu.EDf\NOBURl>PPEO-"C()tjf"IWQ,CATESC()tjTAINEl!.tJR"INOK:ATESBAREROOT,"o.L" tNOICATES CALIPER AT6""8Qlf. SOILLl'<E. •GAL" l'*[)jCATE$GAI.LON A) SPEClflEO Pl.NH CN<OP"r SIZE OIi CAI..IPER ISTHE t,1it11t,1Ul,IACCEPT"8lE CONTAINER OR BAU. SUE EST.t.BUSHES ,..,.11,1u1,1 Pi.Ml CONDITION TO 9E PROVIDED B)O<.JAUl"Y PLAtlT 1,1/1,TER~TO CQl,IP\._Y wn,s STAf[N,o FEDERAi. L,O.WSFOR DISEASE INSPEC110,.. Pl.MTS TO BE FUUr LM, \'1GC),!()US. WEU FQRt,1£0. WITH WEli ~~~~T F~CXJ?~:utl~~~iuv~6'l!~t ~d'~frifuOCr~~t<JtJIIY ANO OCSKCATlO,. Pl.MTS OHERt,11NEO BY i.MOSCJ,PE Al<CHfTECT TO KAVE BEEN DAl,IA/,EO.HAVEOUQRl,IITIESOFSTCM,!IRMICf<!:S.ORRQ01'$,I.ACKS"r\,ll,IETRY HA\1Et,1ULT1PLEU~IISOR""'"CROTCHESl.ESSTlif\NlOOCGREES1t1TREES OIi DON0Tt,1EITSllEORANSISTA1<0A.lmSWILLBEREJ[CIED Pl.ANT,U,TERIAI.TOBE roZ"'RC:S S~OGL:E ~~1rvLol~~~\:~/~/~~~~O ..r~~Sfo'ii"~i "°uf<S[~ C)SUBS11ll1TI0'* :iJt¥JtffOE~TJ~~'¥i:ir~~rTur iF!fa~~\:E£~{! PLAl<T =w~v'fo~~i:AP~~/o:s!%~~11:115Sa~~~ :;c~SO~ S01LPREPAAA1ION TOPSOIL, AMENOt,1ENT, ""'0 BAUFlU ARI: i,E"°EIIAL REOUIREMENlS FOIIAU. LAl<D'>CAPE AREAS, UNLESS '*01(!) 0Hl[RW15[ 0,. THE Pl»IS 5Qjl AMO.OMENTS ANO F(RTIUZ[R "IOT[tl :e~;~f~~~~~~i~~rfr:~Wrg~~Ls SOil fERTIUlY """0 AGRICULTuRAl. SUHA81UlY N<ALTS/S AfT[RROVGHGRAOll<G......OPfflORTOS[JjLPREPAAAllQN.C()tjJlUICTOlllOOBTAINTWO ~r:~~~~~VEL,5~~~ ~~h:?'c5~~i~5 ~DI:~~',,.~ ~~!6~~~;~r. ~CH~~Jtfo~1 :~~l<G ~T~·T6~~fs~f~~; sr~~~:=~u\~st:s ~o~E C01,1PLETEOFORl1,ALS0 T(STSTOl'*CLUOEFERTIUT'YANOS.UIT.t.BIUTY-YSIS*ITH W/ijTI[N RECOt,11o!ENOATIONS fOR S~L AMENDMENT, FERTILIZEH. Cl/f'IOUIQNU!S. N'f'I..JCAllOro< :6ESPAJ~oF;oi~-;~t~~~~T~NITNANCE PIIOGRAlol TESTS TO BE CQojTRACTED IM'Tl-1 A) T~~~LL TOCON~ISTOl'WINTER IJIKAS PIIOO\JCEDANO REl,IIXEO iJY PACIFIC TOPSOILS. I~ WINTERt,11XT0C0NSIST0F l/3BYVQ1..Ut,1[';AN0YLCW,I. 1/JiJY ~~y~~OMPOSTED GAROEN l,ILILCK, ANO 1/J iJY YOLUI.IE CO,t,l!Sf WASHfD SANO OR B) '::Jf1 T~~Ep~Luc~~UOl~[iiT~~ED :~~EL ~'!:-~~"'Kl\s°~o?~ ...... y enow. Al<O E\oE'*lY BLE'*O AMENDMENTS TOSPECIFIEO QE:Pll-l C) l~:;~~ ltr~~~~~:osu~L~ 1~oi!::ii°~ ~P~S~~R~~g 0) !~:f~~~~\t~~E:; ;;:IL AME'<DMENTS IJ~FY TOPSOIL \ 6-CUBK VAROS QRC.ol,jlC COMPOST COUPOST IDB( FRU OR --fARt,1 ~~?fURCES.'<ORTOBEF-SOURCESCONTAININGREOWOOOOfC[OAA ~ ~~~j~~~if~~~)L1t,1EST0t<E: t..i_5 ~~:t~E~~ ~T=~GH._y r,OEO PRIOR TO INCORPQi,ATl()N INTO TOPSOIL EJ ITf~iK~~gi:1L~~~L!~~s ANO GROU'*OCOMS ~ !~~~~ ~~:{±~rUt,1fSTO'<E LANDSCAPE and IRRIGATION PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER -NORTH GARAGE EXPANSION I: 1ttm§ I Vl Vl f) Tflli!:~~~~~AC~ ;~~~t~~~N~:~;~=:=~~B:: PR[PAAA~ THOROUGHLYSCAFIIFYANQRIPAl...1.LANOSCAPESUB-CIIAOESWHCH HAVEBECOlil[COl,,IPACTEOTOAOEPTHOF121NCHESWITHt,1ULTIPL£PASSES,90 (l(GIIEESTOEACHOTI-IER SCARIF'YAREASIIIIACCESSISLETOt,1ECHANI/ED EOUPl.t'.NT OR AIIOU'*D E~ISTll,K; PLANTl'*GS '*OTfll TO /![MAIN wrn, KANO TOOLS R[t,IO'II{ SOil LUl,IPS. ROCK. VEGHAllON Al<D/OR DEBRIS LARGER T1-w. 2 l'*CH[S FROW ,U 5UB-GAAIJE PRIOR 10 P\..6C£1£'*T Of SPEClfEO TOPSOIL ~~t:r&:: =~o:O:: l::::T:::y c::fi:TO =NT ;~ ~"1~;Tr~tTR~~?:~~~i~YLA~'fp~~~ ~ir~J'<f~ES G) ?at:.~ii~0~\~~~~~si~u.~~~H~OPPR~P~[~ciu~r-i~~E ~£:r~~i~F~i:i::r~~\N~ 11S!T2~~1~i~l l!ARl<lolULCH(TOPORESSING) ~~~c~;-~~~~ wt·igiz~r:~-~~= ~~1iu~~[RS"fl;~~ ~=~\,~~ STAAES 2-INCHDIA1o!CTERBYll-f00Tt,1llollt,1Ul,ILOOG£POLEPINESTAAES GUYl,IATEIIIAI._ 1 i~H "'DC "OLYETKYlE'<£ CHAI'* LOC~ TYPE TIES, OIi, )/II" DIAMETER RUBBER NO WIRE ~~ CO...lo!ERCW. SHD "5 NOTED°" PLAI< H[RBICll HERBICll ,s NOT RECOlollo!ENOCO F"OR Tf<E rlRST YEAR M"TER l'*STALLATION ...,..11-0ESK~T "'WILT-PllQOr,°411'10URSPR()llf0')><1PlilENT10Slf[fll0t,1JU'<EITHROUGKSEP10ol8f:II THOROUGHLY ROOT WAITR P!.N<fS PRIOR TO DEU\'ERY PLANT 1,1/1,T(RIAI. D[LJV[REO TO SITE 10 8[ KEPT CONllt<UAl...l.Y WiJlST THROUGH NST,•U.ATDN Fl'*ISHGRAO(S FINEGRADEANOREl,IQVEROCkSANOFOR[IGNOOJECT';<M'.R21NC!-ESDWi1ITTRFROt,1TQP SURFACEOFPREF'AREOLANOSCAPEAAEAS f1NISl1El_E)/AT10NS108£DEFINEDAS31'*CHES BtlOWCu/lBS,WALKS...,..0/0ROTHER~ENTHNlOSCAPEFOR.....iPLANTl....::BEDAA!:"5ANO ~j~~1~1~:~E~~~~L~,~~~;;E~ TREES ARRANGE TREES ON SITE IN PROPO~O LOCATlONS PER DRAWINGS E~CAYATE PIT Pi.At<T MO Po:Ji? :E ~Tll£Jo~f ~~~r~~fl[J_~si~~A~~ J:::o~ TiE::~RTICAl SHRvBS lt<STiil SHRuBS AS SPEaFIEO FOIi TllHS GROUt<OCOV(RS ~rm p~T~ ;~Lr ....;Dl~fS~~O ~~~~\oo~~~ IS AT PROPER GRAOC, AS OETNUO ""= MULCHl>Ll.LANOSCAl'EARU.SNOTCOVEREOE!YU.-/aJ-ID/OIIS£E0 APPLY5UHIC1('*10UANTITY TOPR(M0t:A3-INCHCO...PACTEOOEPIB l/TIUTY CILARANCES F1Ei0AOJUSTP\.ANTLOCAT10NSFOR8-FOOTSEPAAAHON0FlR£ES/'>HRU8SAN02-f"00T SEPARATION rCJR GROUNOCOVE/1 FROt,1 FIRE HYDRANTS ANOullUTY YAIJL~ PL.ANTINGIJAl'*TEw.t!CE CQ"ITRACTORTO..WNTAl'*PLAl<Tl'<GSTKROUGHCOl,IPI.ErE01NSTALU.T10NAN0U"'11.ACC£1>1ANCE TOINCLUOEWAITRING.WEEOING. ti}~.~!rJ[~~:.: IRRIGATIQNW,iNl[w.NCE THE 111111GATION SYST£lil TO 8£ WAINTAlliEO INCLUDING iOOJVSllo!Et<TS FOR E!M.A'<CEO WATER DISTlllBUllD>IANOPIICCIPITAf'O'< FAILEOOIIMo\Lf\J..cTlO,.INGIRRIGATIONEQUIPl,IENTSHAI..LBE ~~~~c°ts~~~~E ~r/lNGGR~~ll~RV"':...:'.~~ ~~~II:~ CONTWICTOR TO PIIOVIOE mis W(lRI( I'* AOOJllON TO SPEOFIC WARRANTY/GtJ.t,.R.lliTUS ,ocu,c ,:~~-i'~//" w2~L ,,,,, IN l,IULCH, 1 - IN LAW'< / ~-Ii ~~:L~~} SuBGAADE ------------;-!•., ~-~ REWOV[ E~C[SS GRA',fi s;::(R~~ AAIQPAYING ·').;, '__/-"' COARSE TRAt<smot< FROM TOPSOIL TOSlJ!fSOIL t<OTE ~~~~~v~TJ..~~c s~i~n:RS GRADIIIG • PAAKING LOT PLANTERS DETAL PRUNE ON,W,EQ TWIGS AfT£R PLANTlmi ---- PLACE IN VERT POSrTION OOUBLE LEAOERS WILL SE REJECTED )i ,orr KEEP ROOTBAI...L l,IQIST AND PROTEC1£0 AT ALL llMES HOLD CROWN Of IIOOTIW..L AT OR JUST /\BOVE Fl"IISH ,- p~~~T TRUt<I< At,IQ UlolBS FROlol lt,j,jUR"Y < 1 ~l<~lfo~1~s~~£:~16't.1~ WATER (mLY -/\I REMOVE ALL WRAP. TIES & CO"ITAIN[RS, REGARDLESS {, "\ Of W.TERIAL /J.~ ', ~~ELOG~g~~D sl~Al(~~UR~rr~IGE~~~"'g.,~~-;:'rr: 0 ~/ ONE--.. GROWING SEASON, STAkES At,10 TREE TO BE PLUlil8 PROTECTIVE WRAPPING DURING S111PMENT TO SITE At,ID l"ISTAlliTION REMOVE AT COMPLETION Of' PWfflNG U.WN PlANTING, PROVIDE 3'• "NO GRASS" TR[£ RING AND 2" DEEP l,IULCH LAYER It.I WUL HOLD BACK FROlol TRUNK 8"10 w· flNtsHGRMJE PREP.o.REPLANTit<GBEOPERSPEC'S,ATMIN~LOSSEN ',: · ~ Tl1,iES BAU DIAl,jET(R AND MIX 501L TO 18" OR DEPTtt OF ROOTBAL.L AND~ !&z~:,i!N!r..@!\oE~,.fiMfi" / SET BAI...L ON U'<OISTURBEO BASE OR cm.tPACTEO WOOND UNDER BAU. PENETRATKJNTOSU66ASE2"'"lill'<llilUl,I DECIDUOUS TIEE PLANTIKl/STAKNG DETAIL NOT-ttf SCALE DO "!OT DAMAGE LEADER OURl"IC INSTALLATION~ (2) LODGEPOLE ST.-.KES, TIE AT APPROX 1/3 TO ~ , 1/2 HEIGHT or TREE WITH FLEXIBLE RUBBER TIE \"-.,_ INflGUREEIGHTPAffiRNSTAKESANDTR[ETO 8EPLUW8 J"OEEPSAUURF0Rll<AT[R-- 2"0EEP1i1ULCKLAY[R---- ~ER~MLJ,ltS·R&":f ~cii()N:~"'s~R; [KCA\/ATETREEPITATAI.II'* Of2Tll,l[S ~~E~t~t~;~~~T TrlfiN~N~:.WE PITSPOILS,"IURS[RYBAUWASTEBACKFILL~~, SET HAU ON U"l01STUR8[0 SUBGRAOE OR COlo!PACTEO SOIL NOTE LIGHT FERnlllER OVER PLANTING BED m:EB....ao.C.ti ONLY, NO fERTIUZER IN PLANTl"IG PIT :~k :E~ifoE;tfciJR~YE ~R'1~~ERY BALL EVERGREEN lHEE PLANTIKl/STAKNG DETAIL .3x TH£ ROOlBALL QIAl,j(TER NOTE ~----SHRUB -PRUNE AS DIRECTED !JY LANDSCAPE ARCHITECT ~6B ~~IC AND WULCH 4" 2"0HP MULCH LAYER WEED FABRIC /~---,. SAUCER FOR WATERING BACl<flU TO 8£ A MIX Of TOPSOIL t(RTIUZER. ANO PEAT MOSS SCARIFY ROOlBAU. 0"1 CONTAJNER MATERIAL. REMOVE TQP I /3 Of BURLAP ON 8&8 W.TERIAl. -DUSTR0016ALI..WITH ROOT GROWT~ ~ORI.IONE APPLY ADDmOW>.L 4 Ol s~J2-\6 FERTILIZER INTO TOP 2" Of PLANTING MIX Pl.ANT SHRUB HIGH ENOUGH TO mow l"()SJTI\IE DRAINAGE AWAY FROM ROOTBALl. ROOCHfN Ail SURFACES OF PIT SHRUB PLANTING DETAIL Ct£a<ED Fa! CCU'UANCE TO CIIY 8TAll)Nl;)8 ~ :~~:~:"~~:: --- SOIL UNDER MULCH I .. J;:~tlJ~;\~:;'N ---1. A80VE GRADE ~I NOTE REMOVE CONTAINER ANO WORK ROOTS FREE Of" 501L a,.cKFILL TO BE SETTLED USING WATER O"ILY SEE Pl.ANT UST tOR Pl.ANT SPACl"!G ''!'!:-'""'"'-lONJCNACJG:MNW HIP!! (l'UNll!DIB'CR!!IIU..01) GAOUNDCOVER PLANTING DETAL _r' ~l~~~1~LtfC1~1°u1 ~Lf;~~M AS NOTED ON Pi..At<T LIST "IOTE IBIS SPACING APPLIES TO GROUNOCOVER ANO FORWA!. SHRUB ROW PLACEMOff PLANT MAlEllAL SPACING DETAL !"MAJ( TOPOFCURB -TOTOPOFlo!ULCH ~ '.""'"~"' MIA.CH AT CURB DETAIL CURB PER CML DRAWINGS (WAL.I< Sll,lll.AR) - 2°MULCHLAYER ~ I I 111111& "- : 111111 ~ ; ~;~, 8,._~~ !/ltii.,,; ~~~i >~§3: ~!Ii !!l ~ '1· ~sg ~ 1<.z ; Oo ~ >-~ ~ I I,< ~~ i?_ u~ l ~1 " /Q,i' ~il~ i~ ll~ ! : !•1 , e PLANTER SEC110N DETAIL NOT TO SCALE CITY OF RENTON ootilitlMn' NC eco.a,c cee.Of'IENT 1111111111 11 ~oHA<,-9 -BARGI-WJSE~ COHSULrn.c EHGINITRS 1821~ 72Ji0 "VENU:: SOUTH K£NT,WA980J2 (42~)r.,1-6222 (4r.,)2~1-6782 FAIi CONTACT:Ot.HBAlM£1..U ~V"~~~ ". ~~/ "'" ~ .. ~,.1"°G~NG~"'°" LANDSCAPE PLAN NOTES and DETAILS R g ~ l1j ~ ~~ 1·-20· '•, / LANDSCAPE and IRRIGATION PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER -NORTH GARAGE EXPANSION LANDSCAPE CONTRACTOR TO LOCATE EXISTING IRRIGATION SYSTEM AND DEMOLISH PORTIONS THAT WILL NO LONGER BE USABLE FOR NEW PLANT MATERIAL AS SHOWN IN THIS LANDSCAPE SET. BIDDER-DESIGN IRRIGATION SYSTEM FOR ALL NEW "PLANT MATERIAL MATCH MANUFACTURER OF EXISTING IRRIGATION COMPONENTS AS MUCH AS POSSIBLE ·,,"\ ~'~ ·--\, ~ ·, ,, "" ,, "---"-, ',........._/ORDINARY HIGH WATER MARK -, " " .. ' \ '· ,. ;OORDINA~E IRRIGATION SLEEVE INTO BUILDING WITH ARCHITECT AND GENERAL COt>IIRACTOR "· II J -"~ ~ ROUTE IRRIGAtlON AINLINE~-'~IT THROUGH PARKING GARAGE. COORDINATE WITH ARCHITECT AND GENERAL _ CONT~CTOR uNE or <!urrrn1Nc )V£RAGE --.,,... UNE 0~ "sr..a.~RO 8~;~EJt '-._ . ·._ " ' --, __ '------ ~ . ·· .... (,i . -- /-.... •.. / ~ ,__ " ' ···,. ""I ,_ '-,-.",\ " l ...... " /=--_/--- ro\. rr ~ ~ 1. · I 1----· - \.r/ -\c_= l EXISTING BUil.ONG LANDSCAPE CONTRACTOR TO LOCATE EXISTING IRRIGATION SYSTEM AND DEMOLISH PORTIONS THAT WILL NO LONGER BE USABLE FOR NEW PLANT MATERIAL AS SHOWN IN THIS LANDSCAPE SET. BIDDER-DESIGN IRRIGATION SYSTEM FOR ALL NEW PLANT MATERIAL. MATCH MANUFACTURER OF EXISTING IRRIGATION COMPONENTS AS MUCH AS POSSIBLE CITY OF RENTON 1:1111~§ I Vl Vl ~ I I 111111& c.. ! 111111 ~ ; ~hi i~o! ~I!~ ~!iji ~ ~ - ! .:..z ~ oo j 1'.:~ ~ u~} ~l 0: - ~j! ii I ~,~ j:~ ,11 l·· 1111,11111 ' ,I.,. --r-1~ "~QII . w..._wwwww-':......L..:..w......~rmwwwrmrmrmrmwwwrmrmw-cotM.NIY ~ ECONl:::U: ClBB..Of'tiBfr MATCHUNE• SEE SHEET L-5 OEO(fl)FORCXU'UAHCE I I TO arr BTANWIJB ~GHA<,\\' ~<~~ IARIGA TION PLAN NORTH """"" BARG!-WJSENCOHS1Jll1J«,~N£ERS 1821572'«) ... ~SOIJJH KENT ..... 980.32 (•25}251-6222 (425}251-8782FAJI CONTACTQI.N8'J.J,IELLI B. .~~-•· G-'"'14'Gu,1al'll~t.• 11 g ~ uj ~ LANDSCAPE and IRRIGATION PLAN ,~ 111111§ FOR 5;,~ UW MEDICINE VALLEY MEDICAL CENTER -NORTH GARAGE EXPANSION ~ I U') I I I I I I I i.;i 1·-20· ~ r ROUTE IRRIGATION MAINLINE THROUGH PARKING GARAGE COORDINATE WlTH ARCHITECT AND GENERAL CONTRACTOR MATCHUNE, SEE SHEET L-4 0~'/,~ir~;-rr I PAll<ING GARAGE I§ '•, I I ! ~',.',.',.',.',.',~' '-----u5CAit"IRRIW.Ti6N CONTROLL , _/11 l MECHANICAL ROOM. COORDINATE LIN JlJ.L ; C.--L ... v':,TAGEOBaf~;~.9::-. ESTIMATED LOCATION OF EXISTING IRRIGATION MAINLINE. LANDSCAPE CONTRACTOR TO VERIFY PRIOR TO BEGINNING ANY WORK . : -:~: :·~· · .... ~'-!4-~ LANDSCAPE CONTRACTOR TO LOCATE EXISTING IRRIGATION SYSTEM AND DEMOLISH PORTIONS THAT WILL NO LONGER BE USABLE FOR NEW PLANT MATERIAL AS SHOWN IN THIS LANDSCAPE SET. BIDDER-DESIGN IRRIGATION SYSTEM FOR ALL NEW PLANT MATERIAL. MATCH MANUFACTURER OF EXISTING IRRIGATION COMPONENTS AS MUCH AS POSSIBLE ~ ,-(~1" ~ I 111 11 I~ IRRIGATION LEGEND NOTE· THE PROPOSED IRRIGATION SYSTEM SHOWN IS TO CONNECT TO AN EXISTING SYSTEM. CONTRACTOR TO MATCH EXISTING EQUIPMENT AND COMPONENTS FOR NEW SYSTEM. CONTRACTOR TO ALSO CONNECT TO EXISTING IRRIGATION MAINLINE AND CONTROLLER. THIS IS A BIDDER-DESIGN IRRIGATION SYSTEM FOR THE PROPOSED ADDITIONS. THE LANDSCAPE CONTRACTOR IS TO NOTIFY OWNER ANO LANDSCAPE ARCHITECT IN WRITING OF ANY DEFICIENCIES IN THE PROPOSED SYSTEM THAT WOULD NOT ALLOW THE SYSTEM TO PROVIDE WA1ER IN PROPER QUANTITIES. SYMBOL 9™ SYMBOL © b 0 0 DRIP D,.11TIER HUNTER LANDSCAPE ORIPUNE COMPONENTS WITH HUNTER COMPRESSION FITIINGS ANO ADAPTERS ICZ-101-LF WITH 40 PSI PRESSURE REGULATOR PLD-04-18-250 DRIP EMITIER TUBING 0.40 GALLONS PER HOUR FLOW, D.-11TIERS 18" 0.C AIR/VACUUM RELIEF RELIEF VALVE KIT, IN VALVE BOX GALVANIZED TIE-DOWN STAKES, AT J' ON CENTER MANUFACTURER DRIP IRRIGATION· HUNTER ICZ-101-LF VALVE ONE VALVE PER BOX HUNTER SOL.AR SYNC WIRED RAIN SENSOR COORDINATE RAIN SENSOR LOCATION WITH ARCHITECT. INSTALL EXPOSED TO WEATHER HUNTER PRO-C 12-STATION (HARDWIRE CONNECTION); PROVIDE GROUND AND BATIERIES PER MFR. SPECS. EXTERIOR MOUNT TO BUILDING HUNTER J/4R QUICK COUPLING VALVE, IN VALVE BOX, WITH (2) KEYS AND SWIVELS PLASTIC BALL VALVE. MATCH LINE SIZE, IN VALVE BOX -·-·-·-·-·-·-MAINLINE -SCH 40 PVC (18" COVFR); SIZE PER PlAN, 1-1/2" SIZE MINIMUM LATERAL -SCH 40 PVC (12" COVER); SIZE PER PLAN, 3/4" SIZE MINIMUM SLEEVE -SCH 40 (SDR-26) PVC; 24R MINIMUM COVER AT VEHICLE CROSSINGS, TWICE THE SIZE OF INSERT PIPE AND/OR WIRES, 4~ SIZE MINIMUM IRRIGATION SHOWN OIACRAMATICALLY FOR PLAN CLARITY. COMMON TRENCH AND PLACE EQUIPMENT IN LANDSCAPE; MANIFOLD GROUPED VALVES IN ADJACENT SHRUB AREAS WHERE FEASIBLE. ALL IRRIGATlON CONNECTIONS AND FITIINGS SHALL BE LEAD-FREE SCH 40 PIPE SIZING CHART PIPU!rr FLOW CPM :eL• 1 1/4" 11 1/l l____!fl_ 1-6 l81-1JIIJ.1-2Jl2J1-J2IJ21-5Jl5J.1-7-4IGPM (tilAX) INSTALLATION LANDSCAPE CONTRACTOR TO COORDINATE IRRIGATION PARTS MANUFACTURES WITH ON-SITE LANDSCAPE MAINTENANCE CONTRACTOR AND THE FACILITIES MASTER PLUMBER, BOB NELSON, WHO CAN BE REACHED AT 425-246-0555 OR EMAIL: ROBERT_NELSON@VALLEYMEO.ORG CITY OF RENTON a.. : 111111 ~ ~ ~;~, ~ ... ~~ !!l!tij "0~ ~!!!~~ ~§~ >c§ 3: ~!;i !!I! ~ - ! i:,..z • Oo j !'.:~ , -~ ~ u~ I 11 < - *ll """T""" I:~ l•' II 11111111 ~oHA<,6' COIMNTY NC ECCN011C CE'IIB.Ol'IENT Cl£CICEO FOR CXU'llANCE TO arr BTAHCWDI -IIARGIWJSE:NCOHSuLrll'•IGDIGINE:[RS 182!~ 72ND AVDI\£ SOU1l1 1<00, WA 98032 (42~)2~1-6222 (42~)2~1-6762 FAX CONT~T.ONIBALMELLI ~"~.~\ 0 ~~ .. "'•c. ~ .. ":: ,,.,,,Q11>1al'At.i>"" IAAIGA TION PLAN SOUTH B. ii g ~ uj ~ 1111-SS-ddd l:ldd'f' ]l'f'(J /J3 z <! _J a.. z 0 I-<! z 0 CJ) z <l'. a.. >< w w ~ a: <l'. 0 I h: 0 z (j a: -w a: l-a:~ z -11'.w "O () C a, w a.. <! () U) 0 z <! _J _J <l'. () 0 w ~ (ij _J _J <l'. > Z60Ql -,.ao- N01SIA3l:l ·oN SS086 NO!ONI-ISVM 'NO.lN31:1 l33H.18 PJI» Hll10S ooi, NOISNYdX3 30\11:f\10 I-W:ION ll3.1N30 1'9'::>tCl3'1 A:IT1'f A -3NIOICJ~ /M 8~ ~ ~~ ja ~ I M i! Ea •to ~i ~l ~~ ~t:! eJ .. ~ 0 0 0 ~ ~~ ~ ~vi sil ~z 1~ w z g~ 8 ~~ ~" OU ~§ LL ~; 0 !z i~i ~ i ~ I § cc ~ §I tlq ~ g ~ § :;::] 12 d~~ lli~~ g~~ i5~ e•• en l~~ w 1:1 f- 0 ...J z ~· ~ z Q.O..~ ~~~ 0 j::: t'~ <{ ,l, ~ (!) a-> 1i': 11~2 :i: ~ ~w§ ~ UJ ~a~ ~ a.. i•s <{ u ~ en 0 z u w ::s m NO.LN3H "10 ,U[J g . ~ d!i s~t , ~~ "" 1 ~~ ~~ ~ I ~ t . ;;; " g~ ~g ~~ ~::: § ~; >-a! i ill ! ~ w I '.j <{ > i~ i "~ at:i 32 o ~~ ~1 ~ s ~ g ~ ~ < i'U8Wi ~ ·ON aor ·;;::Ya ~~ .. ,. :J°"~~· .... ~-~~ :t • \ ->'l a.,.8 co•• • ~ ~ ~§ 0 n.-~i >-·~~aa! a! f'ij~ :::; t~~gH o, 18 _, <{ ~ <{ 11 > ~ it a I~ 0 :,,: a LANDSCAPE and IRRIGATION PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER -NORTH GARAGE EXPANSION ·.·:······· ~S!ll.ANOSCAPEP IGB]t·"'-~~- DRIP EMITTER lU3ING l'OFAliFITTINGOUTl..ETS S1lE0fDRIPAAfACREATES\/ELOCITIESGREAT£R 1 CREATE SUPPLY HEADER FOR THE DRIP AAEA 1RTHESTFROMSUPPlYPOINT DRIPUNE PRIOR TO FINAL CONNECTIONS RAl10NPRIORTOCOVERING []~ ,, 0 ', ~'""'"'""'""'"" i,o .,' .,. TYPICAL -•-BRICKSUf'PQRlS ~~~,-™'"" ~~2Cf7/8"W.0.SHEO GRA\/£LSUIIP AUTOMATIC FLUSH VALVE DETAIL NOTE -1,JR/W.CUUt,1 RELIEF v.o..i.v£ 1/2.PI/CTEE CO.wl<ESSION~R """' , ORIPU~ -TYPICAL ~DRBI.ANl(TUEl~-TYPICAI. 9,Q \II I ~~L 7 ~~p"IIAS,jED ---BRICK SUPPOllT'.> AIR/\/IICUut.t RELIEF VAl_\{ CANNOT 8( CONNECTED LOW[R TKAN ORIPUNE LATERALS FORUS£0NZONESOF7CPl.tc:PLE550NLY(PlUt.18EDTOT1JBINC) 1/2' AIR/VACUUM fELEF VALVE DETAIL -V"l'.'t BO~ EXTE"ISION ASRt:OUIREO BRICK SUPPORTS ~1Cf7/8"WASHE0 GR,llffi_$Ut.lP REMOTE CONTROL VAJ..VE, PRESSURE REGULA TOR AND AL TEA DETAIL ~---------PVC SCH 80 S•T 90" ELBOW ~-------~~N~~RW~TE~~~f ~\ ~ ~~R'tRc~~~~c~g~ i~T~~R~6 \/IILV[80XWITH8RICK SUPPORTS /11110 cxrrnT10NS AS REOUIR£0 PVC LATERAL ~gf -:;:gi1::.i'/'"~os O o O O PVC SCH 60 UNION ~g} "''''""""" ~-REMOTE CONTROL VALVE BODY CLEAR OF SUI.IP ~-----PVC lolAINLINE ONE VALVE PER BO~ PVC SCH 80 NIPPLE ~~~~~ Et6~A A~~C~o(~~~~r8g:,CH w1RE 1N ~AL~ sox ~ufk:1-iiE~R s~li'<'f!LE SEAL.ANT IN ALL THREADED FITTlNGS, PER REMOTI: CONTROL VALVE ASSEMBLY GALVANIZED TIE-DOWN STAKES AT J' 0 C ~~~PTJEESJliN ADAPTERS TYPICAL NOTES SEE PLANS & LEGEND FOR ALL OIIJ[NSIONS ANO LATERAL SPACING RATIO OF LATERALS TO START MAY VARY PER HYORAULJC OEIJANO CENTER-FEED SUPPLY SUB-MANIFOLD DETAIL Cl£Cl(l3) FOR CQAJAHCE TO arv BTNDAIIJB """"" ~~~ ~=LTI~EHCltUftS KOO, WA 960J2 (42~}2~1-6222 (42~)2~1-8762 FAX CONTACT. (Wt !W.Mllil ~GHA<,,i' Ill~~\ \ ~~!' "'" ~ .. '<,.,,,Q1wolllt.t.., :Jt mrroc ' ' CITY OF RENTON m" § I V, V, I I 11111 I~ ~ I ,! I ~itul ~~!; ~!!!~~ >f~i !j!~g5 g;~~ j ~ I '°"Z < Oo i ~~ ~ -~ ~ uo:: r m, ! :r,: r " ~i, ~11 I ·:1~ ,ii l·· 11111111 !I Cl. j CCIU.NrY ND ex:M::U: DBELOl'IBfT IRRIGATION PLAN DETAILS !;t:{I!;H ~ 11 g ~ uj ~ CONCEPTUAL LANDSCAPE and IRRIGATION PLAN FOR ~ ~ 1·-20· UW MEDICINE -VALLEY MEDICAL CENTER I STATE~ VI f ' MEDICAL OFFICE BUILDING EXPANSION If ~ a.. a.. a.. ~-4i° J~V• Q· -----~--Q __ < ___ .... - 0~ ·-0, /, I I/ -'----;F~~----=====---- J _ ~- !• = I • ~~~-0 ;X:> . h/ ->>./ ~:/· ~tf ~~,;;, ---------Jit·i<l· ... ~·, ~·, ~-?·· ~.sX /l;: ~.,,, ~!:<· ~,.'* ~.,:> ~;}iJ ~,.«· ~,<~ ~>::< :::\> ----1··/> -----:: ~ ~~· ~',J ~~:>i -----}f ----------(}; ~-if ~i1 ---------!_ ~ ~ ~ i i IC ~~ ;1,1 \Y~~i ~u1 l•iji ~~ - l ""z • Oo ~ E-• i'.:;Z • -~ ~ uP:: ~ I 1: I I I le ~ ~ - @\ fi ji ! 1:~ I : 1!! I { ~}} ---.f@ l '· ~_;;:11 ~ -~/\! I /,,;--I <'! .• )" _.. . . .'y) a,y OF """"" I .,-.__.___~~* ~~/ -'.;,, <""~"< ~;;;..,--;;PUN 2 -~-' ~ "~ • 0.1 .'., o, 111 · · "-111 ~-\__ '\, . ./ • ,, ae:ICEDFCRCXU'IJN«:E """""' ; , ~ . . , ~ 10arYBrNCW1l8 """""'°' """""" ""''""' i f · '---, o , ,( ""' """""""""'" •.. .•' l Ulu . 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STAKE AND ON PLAN GUY FOR ONE YEAR CIECICED RlR CCll'l..-:E TO an BTAN:WDI """"" BMCl1AUSEN COIISuLTltG ENGINIA'S 1821~ 72IIO ,WEN.£ S(lU1',, l((NT, WA Mll2 (42')2'1-6222 (42'}2'1-8782FAX CONTACT·DUIIW.WELU ~ S):.TE'/' ' ' COITiflCAl!: .... 7H ~ ~ ~ ,~ ~ . ~ ,~ a: ~i5 jl11 bl ~i~· ;~§I ~~ l ""Z • Oo 0 ~~ i u~ i ~ !K 1 . /Q,~ ~,: I ·:1~ ,11 i•' i 1111,11111 q.GH~<,6' :.,.~.~ ~ j •c:,. .,;: ~>-,,,O~NG'il't.._ .. CITY OF RENTON CCIM.N1Y NC) e::acuc cee..cfllENT CONCEPTUAL l...AN)SCAPE PLAN PLANT SCHEDULE V.ll I FY UFnle.ll. CENTER tealllD JYY jlMm 08/2'/2016 l.uNO. =-===r-~-__, -~ ~7 i ' ' t i ! l i ! 1 It 1; I• ~ ~ ii . I • 0 ! r i ~ ,t ,1 g ~ ! 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ON 11111 i11111 I ~ CITY OF RENT ----,I CCWNNNEEO»QC I o. ,~ if: ~~.=:'°" """"" IIJ.,.~_, ,s,\ CONCEPTUAL IAAIGATION PLAN 2 I IWIGIWISENCONSULTIICDIGll€05 n , . VAIi_,, ~ -------Dot. !~.5 :w 98032AVENJE SOUTH ~ y D!De ·'"" SQ 1-------0oM (4~)2:11-6222 *'i .... ----...,llll'__ i».• ~ l.ulO ~ Dote ~.:..~-=~ ,-,.G~NGfll~~ o«ll!D ______&__ ~ La--..____-! uj . -WH--1-L-4~ 7 Q m CONCEPTUAL IRRIGATION PLAN -IRRIGATION SCHEDULE FOR UW MEDICINE -VALLEY MEDICAL CENTER MEDICAL OFFICE BUILDING EXPANSION IRRIGATION LEGEND NOTE: THE PROPOSED IRRIGATION SYSTEM SHOWN IS TO CONNECT TO AN EXISTING SYSTEM. CONTRACTOR TO MATCH EXISTING EQUIPMENT ANO COMPONENTS FOR NEW SYSTEM. CONTRACTOR TO ALSO CONNECT TO EXISTING IRRIGATION MAINLINE ANO CONTROLLER. THIS IS A BIDDER-DESIGN IRRIGATION SYSTEM FOR THE PROPOSED ADDITIONS. THE LANDSCAPE CONTRACTOR IS TO NOTIFY OWNER ANO LANDSCAPE ARCHITECT IN WRITING OF ANY DEFICIENCIES IN THE PROPOSED SYSTEM THAT WOULD NOT ALLOW THE SYSTEM TO PROVIDE WATER IN PROPER QUANTITIES. SYMBOL ~ SYMBOL © b <s> @ • P.O.C.~ DRIP EMITIER HUNTER LANDSCAPE ORIPLINE COMPONENTS WITH HUNTER COMPRESSION FITTINGS ANO ADAPTERS ICZ-101-LF WITH 40 PSI PRESSURE REGULATOR PLD-04-18-250 DRIP EMITIER TUBING 0.40 GALLONS PER HOUR FLOW, EMITIERS 18. O.C. AIR/VACUUM RELIEF RELIEF VALVE KIT, IN VN._VE BOX GALVANIZED TIE-OOWN STAKES, AT 3' ON CENTER MANUFACTURER DRIP IRRIGATION: HUNTER ICZ-101-LF 1/ALI/E ONE 1/ALVE PER BOX HUNTER SOLAR SYNC WIRED RAIN SENSOR. COORDINATE RAIN SENSOR LOCATION WITH ARCHITECT. INSTALL EXPOSED TO WEATHER HUNTER PRO-C 12-STATION (HARDWIRE CONNECTION); PROI/IOE GROUND ANO BATIERIES PER MFR. SPECS. EXTERIOR MOUNT TO BUILDING HUNTER 3/4" QUICK COUPLING VALVE, IN 1/All/E BOX, WITH (2) KEYS AND SWIVELS PLASTIC BALl VALVE, MATCH LJNE SIZE, IN 1/ALI/E BOX MAINLINE -SCH 40 PVC ( 18" COVER); SIZE PER PLAN, 1-1 /2" SIZE MINIMUM LATERN._ -SCH 40 PVC (12" COVER); SIZE PER PLAN, 3/4" SIZE MINIMUM SLEEVE -SCH 40 (SOR-26) PVC; 24" MINIMUM COVER AT VEHICLE CROSSINGS, TWICE THE SIZE OF INSERT PIPE ANO/OR WIRES, 4" SIZE MINIMUM IRRIGATION SHOWN DIAGRAMATICALLY FOR PLAN CLARITY. COMMON TRENCH ANO PLACE EQUIPMENT IN LANOSCAPE; MANIFOLO GROUPEO VALVES IN ADJACENT SHRUB AREAS WHERE FEASIBLE. ALL IRRIGATION CONNECTIONS AND FITIINGS SHALL BE LEAD-FREE SCH 40 PIPE SIZNl CHART PIPE SIZ J/4"11· ]11/4•1, ,12· I 2· I21h I FLOW GPU 1,-e le.1-1311J.1-2Jl2J.1-J2IJ2.1-5J lsJ.t-741CPW (MAX.ii INSTN._LATION LANOSCAPE CONTRACTOR TO COOROINATE IRRIGATION PARTS MANUFACTURES WITH ON-SITE LANDSCAPE MAINTENANCE CONTRACTOR AND THE FACILITIES MASTER PLUMBER, 808 NELSON, WHO CAN BE REACHED AT 425-246-0555 OR EMAIL: ROBERT_NELSONOVALLEYMED.ORG SPRAY IRRIGATION: ~~f$~L~Vet21~0V") OR 151G (LS") VALVE WILKINS 950 XLT-1-1/2" OOUBLE CHECK VALVE (STATE APPROVED); TEST ANO CERTIFICATION BY LICENSED BACKFLOW TESTER WILKINS 850 -BALL VALVE, SIZE TO MATCH PIPE CARSON INDUSTRIES #1730 (TWO AT P.O.C.) GRADE LEVEL VAULT WITH BOLT LOCK LIO Cl£CICB) FOR OCll'UANCE TO arv 8TNCWDI I ""---1 """""' EIMCHAIJS[N CONSULTtte EHGl!oEUS l821572NOAYENJES0IJTH KENT, WA MOJ2 (42'}2'1-6222 (42')2'1-15782FAX CONTACT:~SW,,O.U ~GH~<,\\' ':~~.-\ 0 j .. -~ "''•e ~NGfll,~ .. ••· I ~ 5 I- I C/l C/l STATE OF ~ I • CL -CL CL ' -C£1tTlflCAT'EN,;, 114 ~I I I I I , ~-! I Ii r1 1" ~M1: ~~!;i: §~iji I l ~~ ~2 Ii l :l ! > is..z • Oo ~ .... ! i'.:Z ~ , ugz i 1 ~i , " e 0: ' ~ll j ~ ~ ' . 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SIZE TO PER1,11T 12" 1,U,.,lilUN CL[I.R ji;';";j_[l;:;ja:;::::!I U ,p'r ~ u ab °rlj.llj;;'m;"; ~L~~SLJ~O TEST COCKS, \\ml,-~~~;rWs,~~[ s~T~w .:z,~~ ANO TEST COCKS, NSTALL ASSEMBLY AS SHOWN OR THE TEST COCKS IN HORIZOll!TAL POSITIOf<I. PER LOCAL Rt:OUIREMENTS PVC SCH 60 "IIPPL£ AkD f(w.i..£ """'"' PvC SCH 60 UNION -TYPICA.L DOU8LE Cl-ECK VALVE ASSEMBLY NOTE MANUfACT\JRER'S UMiTS PRfVAJL FOR INSTAli.ATION AND ADJUSTlilEMTS PROVIDE SWING JOINT RISERS AT WALKS ANO CUR8S ;>-t" fl£)(11ll£ RISERS ACCEPTABLE ELSEWHERE POP-lJP RISER ASSEMBLY rr=11F=Fi~~l--------,IRRIGATION CONTROllfR. SEE !RRJGATK:+1 5CH£0UL£ J-.j,lo""-'"fA------CJLYANIZEO 1,£TAL CABINET FOR CONTROLLER ll=d'f:;~~~~-----UNE VO...TAGE OUTill FOR IRRlr.ATION CONTROLL£R U: INS10£ PEOEST.At_ (OOTLET NOT SHOWN) r+t------;~;;. ~~ ~~roc.:~[O!l c+>------=~~ ~~E ~~~rn::Es1 1;2· PEDESTAL BASE. CONCRCTE -----,OR PRITABRK::ATEO ,,--fiNISH GRADE IRRIGATION CONTROLLER -PEDESTAL MOUNT FOR UW MEDICINE -VALLEY MEDICAL CENTER MEDICAL OFFICE BUILDING EXPANSION LATERAL PIPE TO HUNlER PLO ·.· .. ·.·.~//' ;~:= :ETEI ·'.::::::1!'.i):/~FLUSHVALVt DRIP B.tTTER TUBNG ~ I N.JTOMATlC f1.J.JSH VALVf. ,.rI~s-< J;,~· -----~~SSION a.sow -L~~-:':"'"' ~~2Cf7/8"WASHED "'"'""" AUTOMATIC FLUSH VALVE DETAIL 6° ROUt,IOVAL.~ 80X ~R/VACUUM REUEF" VALVE 1/2" NC m: =tSSIONAIW'TER ._______ g:~lt-:IHGCN.--TYPICAL ~ 1Cf7/8"WASHED I GRAVELSUWP -BR1C1t SUPPORTS ""' AIR/VACUUM RELIEF VAi.YE CANNOT BE CONNECTED LOl'ER THAN ORIPUNE LATERALS FOR USE ON ZONES Of 7 GPW OR L.£SS CWL Y (PWMBED TO llJBINC) '""'"" REGULATOR YALVEBOXEXlENSION ...SREOUIRE:D REMOTE CONmOL VALVE, PRESSURE REGULATOR AIO ALTER DETAIL ~---------PVC SCH 80 Sxl 90' ELBOW CONtffCTOR -TYPICAL ~ ~""""""'""""""' 1 i. / \ ,I''' Id, ~;,;~~ ~~'Wo VALVE OOX ~TH BR10< SlJPPORTS ANO EXTENTIONS AS REQUIRED PVC LATERAL ~ o o_ b~t ::;:';lf~'.:l/i,. 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Oo 1: ~ TREE TO BE RETAINED 1· (COUNTED IN CALCS) TREE LEGEND I'-< • 1'.:~ ~ I U x··~® -r= ::--Jj :-:J!/ ---£1 --=-tJ.;,' ----ff! >11. ---I'.-'.( -N -:f/ Jrj .-Y, };. m ;l ~J .:---....__ .• 51. TREES NOT INCLUDED IN CALCULATIONS ~~. ,' / <.:_' ~-. TOcrrrSTAN».fl)8 ~]. ( f.l'6' C: FOR CCU'UNICE ' I I · I ,t.J_ ·--J... I '"•--1 -I ---- 0 * ~i """""' BARG-WJS(NCONSU._TINCDICINEfl!S 182l!>72NOAVOIIJES0UTH KOO. WA 980l2 {42$)2!11-6222 (42~)2!i1-6782 Fl.)( C()MT,ICT~fWJ,IEW EXISTING DECIDUOUS TREE TO BE RETAINED, PER TREE PROTECTION DETAIL, SHEET L-2 EXISTING EVERGREEN TREE TO BE RETAINED PER TREE PROTECTION DETAIL, SHEET L-2 EXISTING DECIDUOUS TREE TO BE REMOVED EXISTING EVERGREEN TREE TO BE REMOVED CITY OF RENTON -p:: ~ u I ~ j I Ls ~ < ~ ~1, jl r~ , 'i, 1!, 11111111 !I q.GHA<,~ caM.NTY ~ Eca«:IYC DE\ft_Of't,ENT 11 ~ .. ~.~~ 0 ~~ .. ... " ~.": "<l',,-<l~NaW'""~ .. iREE RETENTION PLAN g ~ u.j ~ TREE RETENTION PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER -NORTH GARAGE EXPANSION ---DEPARTMENT OF COMMUNITY AND ECONOMIC DEVELOPMENT ------Renton E) TREE RETENTION WORKSHEET PlaMffllDfvlslon lOS5 South Grady Way-Renton, WA 98057 Phone: 425-43(}.7200 I www.rentonwa.aov 1. Total number of trees over 6" diameter1, or alder or cottonwood trees at least 8" in diameter on project site 97 trees 2. Deductions: Certain trees are excluded from the retention calculation: Trees that are dangeroos1 Trees in proposed public streets Trees In proposed private access easements/tracts Trees In crltlcal areas1 and buffers Total number of excluded trees: 3. Subtract line Z from line l: 0 trees _____Q___ trees O trees 28 trees 28 trees 69 trees 4. Next, to determine the number of trees that must be rnajflN•, multiply line J by: 0.3 in zones RC, R-1, R-4, R-6 or R-8 0.2 In all other residential zones 0.1 in aufommercia~;md industrial zones S. List the number of 6" In diameter, or alder or cottonwood trees overs• in diameter that you are proposine;5 to retain': 6. Subtract 11M 5 from line 4 for trffl to be replacec:I: Uth6,.,e,oorlns,ltophe<1.No1eplitementlrHS1r•r~lred) 6.9 ,,.., 7 trees ..... ---- 7. Multlply UM 6 by 12• for number of required replacement Inches: o inches 8. Pro~ size of trees to meet additional plantlnc requirement: (Minimum r callP!fb'HI !!9!lrecl for f!P!M!m!nt, otherwiM artel" O) ____ inches per tree 9. Divide UM 1 by HM I for number of replacement trees': (If re~lnder 11 Sor are.iter, round up to the next whole number) 'Me .. ur...:lat4S'~gr0 ,,.., ---- 'AtrH certified, Nllwrlnll'flrc-port.~dffd, termiNllyd~1sotd, Cllmaaed, Ofotherw1S1dall£l(OYSIOP1f1,0ll10f po-q>enybya lltem.H WKHUpe 1n:M1ct, Of c.erufled arbortst, ...:! appn:wed byllM! City. 'c.ntoul aru,.,wchH~l.lll'Hffll. floodpl11n1~pn>tKtedsk>pes,aredl!flrwdln RMC4-3-050 'Coun1onlytholelreestoM~ouuod1ofg-ngl1rea.ltldDUffers. 'Thi Oiy m,y requl,. mocll&i!IOII of the trN retention pl,i,n to li!l'l$Ul"I retention of the mulmum nu mt.Ir oflrNI per RMC , .... J)OH11 'When the reqund numbotrof ptOtlctedtlttSannot beretalned.~rrttr-,wlthltlHSlatwo-lnch{2")al/pe<Of an-.raen 9f IHM -'"t WI tall.~ M pl.anted. See JIMC 4-4-130.H.l.1.(li) lor p,ohobrted typnof replil:ernent tre ... ' H\Cl.D\O.c•\k>t'ffiS-Tffll!IUW,\l,ell·H91p-~""'C\Tlff-W-.clooc ,,_...._o..-.ic.---111 .... __________ _ ""-""'°' .. -.-.....-.----.. ~-.-"" ...... ..., ..... -.---................ .,, ... --......-... .__ .... _ .............. ..,.._ _____ .. _ ... _ _,_ .. _,,..,_., ... __ °'..,. ___ _ "'-...._--.-............ -................ ____ _ (9')....,_ ... .......,_....,._ ... ___ ., ____ .. , ___ .......,... .. ______ _....., ... (1.a,111r...., __ fl,.,_.,........__ ~ ........... ,..._..,,_,,__.._ ____ ...... ...., .. -(llO) -. ... -."MOTM-..Q-"'-T-.'•""-Nllfll ......... f _____ - (IIO') 111-1o..-...~--..... --.... 111.....i_...,.. ....... __ ............. w,,1_ 111....., ... ....,.__,___......_.......,..,...,,_ ---.. ,,_...,.._a,.-~, .......... ...,_..,_.""_,. .... .-. .. ~ •111-,or,--------Tlla-dWl-•--M ....... fM ......... ,,_~....,.,.._-.. ~~n.~...,,__.._...... ___ _ _.,._.....,., .. ., ... .,...,_ .... _ •-an~•--~"-d~T-Ttw~-...---lol,e-....,nollll __ ... ....,.al .. -.--(l)l'll_,,..,_.,.,. ..... of .. -..-111 .. __ ... __ .... _____ ilNl{t-1/Z)ill__. ... ___ (,,of-~ ,....,. -...--"""" .. --....... -... --....., .. ..-.1o.i.117e.1a.wot21 ,~i.w,e,""'"911A1 __ .. _.._..,. .... ""_~-...... -· ...........,.,.._.._.11,111woo11~-,..... .. -.,.,,.~ ....... r_.....,. .. _. .... .-.. _...,.-~.----.(Onl.11711.1»»12) 11--.....-...... ~.n. ......... --·-------... _____ ,._.._.....,._ __ .,_.,..... __ , __ _ --.......-.. ---.----·--~ -,._-...-..,.--11-·~oquaio, ..... - ~lOod.lln.1:z.MIIU) TREE PROTECTION DETAIL QB:ICS) RlR CXVUANCE 10 aJY BTAtrDMllll -BARCIWJS£NCONSULTINCENGINEERS 1821~ 72NO NIElrlUE SOUTl-1 ,;[NT,WAg(l()l2 (4~)~1-6222 (4~)~1-8782FAX CONTACT:CWl8ALMELU Ql~q.GH.A(l,s,~ ' .,. \ . . ..... ! .:,.,4,Grt.NGW,.t,._ ..... t: I ttttll-1= I- I C/l C/l I I 11111 I~ is Q.. ~ ; 111111 ~ I ~i;I ~~~i ~l!jQi >1!3: i!§I ~ -;z-i; It ~ r,.z • Oo ~ E-• ~z ~ I lj u~ i " i 0: - @1i --,- "i '1, i!· I ,I 11 CITY OF RENTON CQMNIYNl)ECCJNOI«:~ TREE RETENTION g PLAN R ~ u.j q a:, VALLEY MEDICAL CENTER ,,----PANTHER CREEK. LEFT BANK. TYPE F v / 115'-0"STANDARDBUFFER I Lr t rw*2 •in.AND A, CATEoodn:)' , :50'-0"STAN~,.,".""~~y ;- r "-.t. r • . , , ' ~ • . ' , :__: ' .. ' . t-----------150.00 --------------' - STREAM B, BOTH BANKS, TYPE ,;-! ~ .-j , \. .... ., 115'-9"STA!4DAR~BUFF~ ~,( . ' ._. . /' . . • ·, '0 '\: <fl · · · vL'· · ,. ' . • / , ~ rw... ,,~-\ ·/ "-'.,\,/ , I .......... w \. STREAM C, BOTH BANKS, TYPE F j 115'-0" STANDARD BUFFER .... . / j ""; r WETLAND A. CATEGORY II I/ 15U-0"STANDARD BUFFER • . ' ---~ r '~ I --- ·o,,.~// / / _, r?~ . r PANTHER CREEK, LEFT BANK, TYPE F ~'-(_. 115'-0"STANDAADBUFFER -.!.._. ) ' "-..:. ~ PANTHER CREEK, LEFT BANK. TYPE F • ...:..._ ~ ~ 115'-0"STANOARDBUFFER "'-·-------- . ...f -., / ....... / ', -' l / : rw.1 l.....__ •• I' /\ 8 p --....: '\.:_ \. "'' / ...... ._.. ____ ~. ~J.kU:~i-.shl-,/..",H,kkh~f~ -fil ,n.~, '1°'', -P~SEO PARKING GARAGE -----;;. -,______._ ~,, ' \ ' ' '\ -....: ~ ~ ~-----,---. I~ ---in ~ ~r: ~ -'-i i :~ -~; ~ R ~-',.~ '~ =I !:: --: : --, ' ';;, '' ~ ,:, , , ;TTTTlf"",. n n l~ n R R L...! L...! L...! \ ' ' '-I j ~.______, ~ ~ i! L~- J l I ___ ) EXISTING CONDITIONS ~.., 100 j~ r "'4. _1 i·T Ttttwik ( ,,_. J .. ) f/ VICINITY MAPS LEGl;ND ) f I J , -::_ .;::_ I DELINEATION WETLAND DELINEATED STREAM OHWM BUFFER • OATAPIT Sl::IEEIINOEX W1 EXISTING CONOTIONS W2 IMPACTS ASSESSMENT W3 MITIGATION PLAN W4 BUFFER ENHANCEMENT PLAN WS BUFFER AVERAGING PLAN ~ W6 TEMPORARY IMPACTS RESTORATION Pl.AN W7 PLANTINGINSTALLATK>NNOTESANDDETALS W8 MITIGATION PLAN NOTES ~D DETALS NQIES 1 . CRITICAL AREAS DELINEATED BY THE WATERSHED COMPANY ON FEBRUARY 1 AND 4, 2016 2 SURVEY RECEIVED FROM BUSH, AOED & HITCHINGS, INC. 2009 MINOR AVE. E. SEATTLE. WA 98102 (208) 323-4144 E IT ET T F T -T I ·~lhoW-~ l! IHI WATERSHED COMl'ANY 750 Shdh S1reet So!Ah KlrklandWA98033 p 425.822.5242 www.watershedoo.com Science & Design ~ i -0: r, OW .._, a: C, ...:l <( <( -ct: IZ 8~~~tu~ QCl.UI-~~ l:i:lzwu1-m """OIDwCll< """ a:-Cl~ >, 1-<C-o a:o 115 z l:i:I u.. ... 0 ...:iS2oa..cli1- ...:l1-wU>oa:i <~a:~~a: "-.: <( 1-,..... a..-z w::::! 0 a:() ~ Cl. i1 ~ i .. 1.1 i,- SHEET SIZE, I Ii OR0~•34_' ~ SCALE ACCORDINQL y I PROJECT MANAGER: RK • t? DESIGNED: RK/KMB ~ i DRAFTED: KM8 CHECKED: RK JOB NUMBER: 160113 SHEET NUMBER: ;Ii fil W1 OF 81; --.... ..... I ..... I ..... ..... ..... --J ..... ;... TEMPORARY IMPACTS --..... ..... / .,.~ .,.-/ ~/ ·-~~ ,, '"· .,J.~·· ' ·~· ··. ·. ":', :;;.>-;ft~:~ BUFFERREDUCTIONTHROUGHADOITIONANDENHANCEMENT ~~ ~-"'>,. _.~ ~,,~, ·:\; ---·-· ---·-..... __________ _ __________ .J.~ -·-·-·-·-----------------------·-----------·-PROPOSED PARKING GARAGE ~ ~ I L.EGEl':ID. ---STREAM OHWM ~ BUFFER REDUCTION (MITIGATED THROUGH BUFFER AVERAGING) (3,422 SF) EEEEEEEE BUFFER REDUCTION (MITIGATED THROUGH BUFFER ENHANCEMENT) (1,948 SF) --------PROPOSED STREAM BUFFER ---STANDARD STREAM BUFFER ----PROPOSED BS8L -·-·-·-·-STANDARDBSBl ~ TEMPORARY BUFFER IMPACTS TO BE RESTORED AND ENtWolCED (6,271 SF) BUFFER REDUCTION THROUGH ENt-W,iCEMENT "·· . ._..______ • . '1 .... ........... "-... ~ '~ . --~~ -·. '. ~ ·;;;-\~~ .. IMPACTS ASSESSMENT u__;a "' •a~ ..... ..... ~ ,, --.... E IT ET T F T T I •°""""'"n.-a...-, ti .IHI WATERSHED CO~\l'ANY 750Slxtl SlreetSouth Kb1dend WA 98033 p 425.822 5242 www.watershedc:o.com Science & Design ~ ~ -0: J:;i;l ow C) a: (!J ...:I ~~ <z>-<t-.,, U<l'.~~ttj:g ::=::..Ju1-a:c:o .._.a.w t-"' i:;i;lza:i~~~ =sQo:oa:z ;:...t-Oo:~o J:;i;l<u.D.. ·t- .._:iQou,~ffi .._:i!::Ww~a: <~0:i= > ct. :J z we:; 0 a:< D.. u. ~ I .. ~ i; !U . I ~~ ! : ~ i -! SHEET SIZE: ./. OAIOltW.. Pl.AA 1B 2Z" • 34" i SCAI..E ACCCJROINQL y I PROJECT MANAGER: RK I e· DESIGNED: RK/KMB ~ I DRAFTED: KMB CHECKED: AK JOB NUMBER: 160113 SHEET NUMBER: tli fil W2 OF 81~ ·- PROPOSED BUFFER ENHANCEMENT ;-------I '\ / ' / //·--...., ' / / '· ' // '·,., ' ....... /// ·,.,.,. ....... ......... _,,,...,,, '·, ...... ·, ...... ' ' _:. -~ - -------- ------------...... BUFFER REOUCTK>N THROUGH AVERAGING EXISTING PARKING GARAGE LEGEl"-D. --STREAM OHWM '---. -~___: BUFFER ADDITION THROUGH AVERAGING AND ENHANCEMENT PLANTING AREA (3."22 SF) ~ BUFFER REDUCTION (MrTk3ATED THROUGH BUFFER AVERAGING) (3,4Zl SF) ~ BUFFER ENHANCEMENT (3,896 SF) EHHEEEBBUFFER REDUCTION (MITIGATED THROlk3H BUFFER ENHANCEMENT) (1,948 SF) -----PROPOSED STREAM BUFFER --STANDARD smEAM BUFFER ---PROPOSED BSBL ~ TEMPORARY BUFFER IMPACTS ·--- .._ C / ;. -..! ' I " I ----.t -_r I / . --!'<l L ~-. -- 1 /i I --' .-1-1-1-:-., •. J::::1-.-,-1_ , ___ -..... t ~"'"" ''"' ''' ''' ''' ''~-)."" ''' "'' "'' ''' ''' ~ -t!'l"--=l--------------~"~H 1' ' ~ ~ . . ~ ~ '~~ .~~~~ ~ __I~ . I • I ~'---1- 1, ---·----:--~:-~- -I~ PROPOSEDP~KINGGARAGE --_J ~ c. I I ,- I~ --·-I -·· I ~-~ -" -''-~ ~'-: I I :--, I~ -: I -.-I ~ I' . . ,. , ·11 I ,· I :;; I~ ·~ -' ; -' I !: I ~ _!~ _, 1-I \_ ,~ Ir.--~ -~ I '- I:-; -• I ~ 10 . ::-"' ~ i, I ~ ::.; /,--\ ·-/ \ --r/ '( ' ' :.... ' " \ \ BUFFER REDUCTION THROUGH ENHANCEMENT PROPOSED BUFFER ADDITION THROUGH AVERAGING ANO ENHANCEMENT I I" I ... · 1----, ·. \,_. I . -. ., I \:..c~-_i~ \, ',. -.:;:,, , _ _... '·<' \~ '9'. ii.-\_-, __ ~ ', '-. '-~ \;\ \ /,jj Ir\: ____ \ I .:.1 :{\· · \ ~!~~I~;> --,~~.;,;.::::I <1 '·,.,, E IT T F T -T ET MITIGATION PLAN 'l.._2<1 "' aa ~ O~,t,.w-oan.-,, ~ THE WATERSHED COMl'ANY 750 Sixth Snel South Kkidand WA 98033 p 425.822.5242 -.watershedco.com Science & Design ~ i:il ~ -0: r, Cl W '-' a: C, ....:i <( <( <( Iz 8~~~Gitll Qa.Ut-~al i:ilzWUf-°' """Omwcn<( .-e:;_a:-,o:l: ><<C1-0Q~z i:il lJ..LL ... Q ~S2oa.cnf- ~1-wcnoii:i ,<~O:~~a: > ~ t:: z w= 0 a: u ~ a.~ ~ ti! i .. ~ i; !U ~; I ! :ii ~ i. 1. SHEET SIZE: ! OAllllNAI..Pt.AN 1822"•:W-i SCAI.EACCOFCINCll.Y. I PROJECT MANA.GER: RK I • DESIGNED: RK/KMB i DRAFTED: KMB CHECKED: RK JOB NUMBER: 160113 SHEET NUMBER: ·11 I W3 OF 81~ BUFFER ENHANCEMENT PLANTING SCHEDULE (3 896 SF) + I\ + ( TREES ACER MACROPHYLWM / BIGLEAF MAPLE ,~ PSEUOOTSUGA MENZIESII / OOUGLA&FIR /1, POPULUS BALSAM FERA/ COTTO~ SHRUBS '.'.. ROSA GYMNOCARPA I BALDHP ROSE '· MAHONIA AQUFOUUM (TALL OREGON GRAPE !;·-·1· \ OEMLERlACERAStFORMIS/OSOBERRY l.Q.---~/ RUBUS SPECTABIUS I SAL.MONBERRY SYMA-K)RICARPOS ALBUS f SNOWBERRY GROUNDCOVERS POL YSTIOIUM MUNITUM f SWORD FERN SIZE 2GAL. 2GAL. 2GAL. 1GAL 1GAL 1GAL 1 GAL 1GAL 1GAL SPACING g-0•0.c. 9'-0"0.C. r,r..rro.c. 5'-0·0.c. 5'-0·0.c. s-0·0.c. s-0·0.c. 5'-0"0.C. 2'-0"0.C. = 18 10 10 18 18 18 18 18 150 J.E.GE.N.D STREAM OHYVM SL T FENCE (SHEET W7, DETAIL 1) ------0-SPUT RAIL FENCE (SHEET WB. DETAIL 1) DEPTH VARIES ~ '. . V " . \ -t -· -+ !' 4•wooo CHIP MULCH PLANTING AREA PREPARATION STEP 1 REMOVE INVASIVE SPEOES. ADDRESS COMPACTION TO A MINIMUM SIX (8) INCH DEPTH. COMPACTION LEVELS SHOULD BE APPROPRIATE FOR ROOT GROWTH (75-35% PROCTOR DENS.TY) OR AS OTHERWISE APPROVED BY RESTORATION SPEClALIST. DRAINAGE RATE SHALL BE BETWEEN 1 • 5 INCHES PER HOUR 0A AS OTHERWISE APPROVED BY THE RESTORATION SPECIALIST. WORK WITHIN ROOT ZONES SHAU BE DONE BY HANO . STEP2 Pl.ACE THREE (3) INCHES COMPOST AND AMEND WJTH DE-COMPACTED SOIL STEP3 EXISTING STEP 1 STEP2 STEP3 STEP 4 INSTALL WOOD CHIP MULCH ... DEEP. STEP4 SOIL PREPARATION SEQUENCE OF WORK· NOT TO SCALE INSTALL Pl.ANTS. (SEE PLANTING DETAIL.) BUFFER ENHANCEMENT PLAN u::, .. : "' ,a~ E IT ET T F T -T o~--~, ~ 1111 WATERSHED COMPANY 750 SIJm StrNt Soi.th tortdandWA98033 p 425.822 5242 www watershedoo.com Science & Design ~ J:il ~ -a: J:il ow u a: C!} ...:I ~~ cJ~~~8~ '""'Qa..U1-g:gi Wu w <( J:ilzoow 0 3: ::s Q a: a 95 z ><!;;:;fra::~~ J:ilc,oc..wz ~ Ew~ ~ ~ < :;Ea: -> t~ z wc3 0 8:~ ~ ti! I I !1111111111 i. SHEET SIZE, ;• OAIGww.PI.ANIS22"•34". ; SCAI.£ ACCORDtNGL v I PROJECT MANAGER: RK I =· DEStGNED: RKIKMB I DRAFTED: KMB CHECKED: RK JOB NUMBER: 160113 SHEET NUMBER: ·11 l W4 OF 81~ TEMPORARY IMPACTS TO BE RESTORED PLANTING PLAN. SEE SHEET W6. ·~ -.-~--,~. ' ~ /-~~ • 0 . ,, . ,,. . . ~"'- ·. ~ ~ . . / . "'- --~•, / ~ /· BUFFER AVERAGING PLANTING SCHEDI II f fflEES I SPACING 9-U' O.C. + 'I ACER MACROPHYLLUM I BIGI.EAF MAPLE it:-PSEUOOTSUGA. MENZJESII / DOl..k3LAS-FA / I \ POPUWS BA.LSA.MIFERA/ COTIONWOOO SHRUBS I SPACING 5'-0• O.C. ",e: ROSAGYMNOCARPAIBAI.DHIPROSE MAHON IA AOUIFOLIUM / TALL OREGON GRAPE . . ( I ~OEMLERIA. CERASFORMIS I oso BERRY / ~ / RUBUS SPECTABILIS / SALMONBERRY *·" .v SYMPHORICARPOS ALBUS I SNOWBERRY GROUNDCOVERS / Z-U' O.C. POL YSTICHUM MUNITUM I SWORD FERN SlZE 2GAL 2GAL 2GAL. 1GAL 1GAL 1GAL 1GAL 1GAL 1GAL SPACING QTY 'il-C!'O.C. 15 'I-U'O.C. 'i141'0.C. 5'-f/'0.C. 18 5'-0"0.C. 18 !Hf'O.C. 18 FJ-U'O.C. 18 5'-U'O.C. 18 z-0•0.c 150 LEGEND. STREAMOHWM SILT FENCE (SHEET W7, DETAIL 1) ----o---SPt..rTRAILFENCE(SHEETW8,DETA1l 1) DEPTH VARIES EXISTING me..1 STEP 2 SOIL PREPARATION 4"WOOO CHIP MULCH PLANTING AREA PBEPARATION STEP1 REMOVE INVASIVE SPECIES. ADDRESS COMPACTION TO A MINIMUM SIX (6) INCH DEPll-1. COMPACTtON L£VELS SHOULD BE APPROPRIATE FOR ROOT GROWTH (75-85% PROCTOR DENSaTY) OR AS i / ~~::i:.=.:::T~~~~ON + BETWEEN 1 • 5 INCHES PER HOUR OR AS ;. ~::c::,~:;:~KWITHIN ROOT ZONES S~L BE DONE BY HANO. , · STEP2 ~. =-,,---~· AMEND WITH DE-COMPACTED SOIL. STEP3 STEPJ STEP-4 INSTAU.WOODCHIPMULCH-4.DEEP. STEP4 INSTALL PLANTS. (SEE PLANTING DETML} SEQUENCE OF WORK· NOT TO $CAL£ BUFFER AVERAGING PLAN o 2s s 10· 2a. ---- E IT ET T F T -T ·°""""'"--~ [!THI WATERSHED COMl'ANY 750 Slx1h StreetSolAh Kinland WA 98033 p 425 822 5242 www.watenshedco.com Science & Design i:i::: ~ ~ -0:: r, 0 W ..., 0:: C, ...:l <( <( < Iz 8~~~~t8 Oa.frl1--a::gl e;zaifrl~< ..,,. 0 o:: --, o :: >< .... <C-oQffiz ~ U.'-'-.. 0 ...:l ~Oa. cti ':z ....;i1--wU>ow <:Eo::!:!:!~O:: > 0: t: z w::::! 0 0:: (.) ~ Q.~ ~ I .. ~ ~~ !U ~ ! 1. . ~ i -;, SHEET SIZE, I ORIO~x3'1" ! SCALE ACCOROINIJI. y I PROJECT MANAGER: RK I g' DESIGNED: RK/KMB ~ j DRAFTED: KMB CHECKED: RK JOB NUMBER: 160113 SHEET NUMBER: ;11 fil W5 OF 81~ IEMeQBABY IMeACIS eLAt'.lilt:lG SCl:lEDULE TREES SlZE SPACING QTY + ACER MACROPHYLWM I BIG LEAF MAPLE 2GAL. g,-0·0.c. 24 1 ~ PSEUOOTSUGA MENZIESII / DOUGLAS-FIR 2GAL. 9'-0"0.C. 13 POPUWS BA.LSAMIFERA / COTIONWOOO 2GAL. g-0·0.c. 13 SHRUBS .• ROSA GYMNOCARPA / BAI.DHIP ROSE 1GAL. 5'-0·0.c. 26 MAHON IA AQUIFOUJM IT ALL OREGON GRAPE 1GAL. 5'-0"0.C. 26 ' . / T ·.) OEML£RIA CERASFORMIS / oso BERRY 1GAL. 5'-0"0.C. 26 ,/ ~ / RUBUSSPECTABH..ISfSALMONBERRY 1GAL. 5'-0"0.C. 26 j-\ SYMPHORICARPOS ALBUS/ SNOWBEARY 1GAL. 5'-0"0.C. 26 GROUNOCOVERS POL YSTICHUM MUNITUM I SWORD FERN 1GAL. z-0·0.c. 300 DEPTH VARIES -. t 1 -1.. . . / / EXISTING " LEGEl'ID_ ---STREAM OHWM •//.c:~X:LZZ~ TEMPORARY IMPACTS RESTORATION PLANTINGAREA(8.271 SF) --x-SILT FENCE (SHEETW7, DETAIL 1) ---o--SPLIT RAL FENCE (SHEET W8, DETAIL 1) --t- STEP 1 STEP2 Pl,,ANTNG AREA PREPARATION STEP1 REMOVE INVASIVE SPECES. ADDRESS _.. WOOD COMPACTION TO A MINIMUM SIX (6) INCH CHIP DEPTH. COMPACTION LEVELS SHOI.A.D BE MULCH ;~:t=~li~~T~= OTHERWISE APPROVED BY RESTORATION t ~t~~:~:~ORAS RESTORATION SPECtAIJST. WORK WITHIN ROOT ZONES SHA.LL BE DONE BY HAND. i SPECIALIST. DRAINAGE RATE SHALL BE ~ =~~:~.~":"~AND , . STEP2 " STEP3 STEP 3 STEP 4 INSTALL WOOD CHP MULCH ,r DEEP. STEP4 SQIL eseeABATION INSTALL PlANTS. (SEE PLANTING OETAL.) SEQUENCE OF WORK-NOT TO SCALE E IT ET T F T T TEMPORARY IMPACTS RESTORATION PLAN 'l..'__;u "" ..u ~ I ll llil WATERSHED COMPANY 7!50stx1h StreetSolAh KlrtdandWA98033 p 425.822.5242 www.watershedco.com Sc,ence & Design ~ ~ -a: r, OW ._, a: (!) ....:l <( <( < :r: z 8~~~tu:g Qa..~1-~al [;;1 0 zm~~~ """-0::•o:S:: ::,...<(1-0!2~2 ~ u_u..s:tO ....;iS2oa..w1- ~1-wU>odJ <~a::~~a: > ~ !:: Z w::::! 0 a:(.) ~ a..~ ~ ,11 I .. I~; ~u • ~~ ~ i- SHEET SIZE: OAIOlfW.Pl.ANl822'x34" 8CAI..E ACCaU>INOL V PROJECT MANAGER: RK r DESIGNED: RKIKMB ~ DRAFTED: KMB CHECKED: RK JOB NUMBER: 160113 SHEET NUMBER: ·11 h W6 OF 81; PLANT INSTALLATION SPECIFICATIONS GENERAL NOTES QUALITY ASSURANCE 1 PLANTS SHALL MEET OR EXCEED THE SPEOFlCA.TIONS OF FEDERAL, STA TE, AND LOCAL LAWS REQUIRING INSPECTION FOR PLANT DtSEASE ANO INSECT CONTROL 2 PLANTS SHAU BE HEALTHY, VIGOROUS, ANDWEU~ORMEO, WITH WELL DEVELOPED, FIBROUS ROOT SYSTEMS, FREE FROM DEAD BRANCHES OR ROOTS. Pl.ANTS SHALL BE FREE FROM DAMAGE CAUSED BY lcMPERA TURE EXTREMES, LACK OR EXCESS OF MOISTURE. INSECTS, DSEASE, AND MECHANICAL INJURY. PLANTS IN LEAF SHALL BE WELL FOLIATED AND OF GOOD COLOR. PLANTS SHALL BE HABITUATED TO THE OUTDOOR ENVIRONMENTAL CONDITIONS INTO WHICH THEY WILL BE PLANTED (HARDENED-OFF). 3. TREES WITH DAMAGED, CROOKED, MULTIPLE OR BROKEN LEADERS WILL BE REJECTED. WOCJOY PLANTS WITH ABRA8'0NS OF THE BARK OR SUN SCALD WILL BE REJECTED. 4. NOMENCLATURE: PLANT NAMES SHAU. CONFORM TO FLORA OF THE PACFIC NORTHWEST BY HITCHCOCK ANO CAONOlHST, UNIVERSITY Of WASH NG TON PRESS, 1973 ANDK:>R TO A AELD GUIDE TO THE COMMON WETLAND PLANTS OF WESTERN WASHtNGTON & NORTHWESTERN OREGON, ED. SARAH SPEAR COOKE, SEATn..E AUDUBON SOOETY, 1997. DEFINITIONS 1. PLANTS/PLANT MATERIALS. PLANTS AND PLANT MATERIALS SHAU. INCLUDE ANY LIVE PLANT MATERIAL USED ON THE PROJECT. THIS INCLUDES BUT IS NOT LIMITED TO CONTAINER GROWN, B&B OR BAREROOT PLANTS: LNE STAKES AND FASCINES f,NA TTLES); TUBERS, CORMS, BLH.BS, ETC .. ; SPRIGS, PLUGS, AND LINERS. 2. CONTAINER GROWN. CONTAINER GROWN Pl.ANTS ARE THOSE WHOSE ROOTBALLSARE ENCLOSED IN A POT OR BAG IN WHICH THAT PLANT GREW. SUBSTITUTIONS 1. IT IS THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN SPECIFIED MATERIALS IN ADVANCE IF SPECIAL GROWING, MARKETING OR OTHEA ARRANGEMENTS MUST BE MADE IN ORDER TO SUPPLY SPECIAED MATERIALS. 2. SUBSTITUTION OF PLANT MATERIALS NOT ON THE PROJECT UST WLL NOT BE PERMITTED UNLESS AUTHORIZED IN WRITING BY THE RESTORATION CONSULTANT. 3. IF PROOF IS SUBMITTED THAT Al'l'( Pl.ANTMATERIALSPECIAED IS NOT OBTAINABLE, A PROPOSAL Will BE CONSIDERED FOR USE OF THE NEAREST EQUIVALENT SIZE OR ALTERNATIVE SPECIES. WITH CORRESPONDING ADJUSTMENT OF CONTRACT PRICE. 4. SUCH PROOF Will BE SUBSTANTIATED ANO SUBMITTED IN WRITING TO THE CONSULTANT AT LEAST 30 DAYS PRIOR TO ST ART OF WORK UNDER THIS SECTION. INSPECTION 1. PLANTS SHALL BE SUBJECT TO INSPECTION AND APPROVAL BY THE RESTORATION CONSUL TANT FOR CONFORMANCE TO SPECIACATIONS, EITHER AT TIMEOF DELIVERY ON-SITE OR AT THE GROWER'S NURSERY. APPROVAL OF Pl.ANT MATERIALS AT AHY TIME SHALL NOT IMPAIR THE SUBSEQUENT RIGHT OF INSPECTK>N ANO REJECTION DURING PROGRESS OF THE WORK. 2 PLANTS INSPECTED ON SITE AND REJECTED FOR NOT MEETING SPECIACATIONS MUST BE REMOVED NMEl:XATELY FROM SITE OR RED-TAGGED ANO REMOVED AS SOON AS POSSBLE. 3. THE RESTORATION CONSULTANT MAY ELECT TO INSPECT Pl.ANT MATERIALS AT THE Pl.ACE OF GROWTH. AFTER INSPECTION ANO NXEFTANCE, THE RESTORATION CONSULTANT MAY REQ~E THE INSPECTED PLANTS BE LABELED ANO RESERVED FOR PROJECT. SUBSTITl/TION OF THESE PLANTS WITH OTHER INDIVIDUALS, EVEN OF THE SAME SPECIES AND StZE. IS UNACCEPTABLE. MEASUREMENT OF PLANTS 1. PLANTS SHALL CONFORM TO SIZES SPECIFIED UNLESS SUBSTfTl/TIONS ARE MADE AS OUTLINED IN ms CONTRACT. 2. HElGHT ANO SPREAD DIMENSIONS SPECIFIED REFER TO MAIN BOOY OF PLANT AND NOT BRANCH OR ROOT TIP TO TIP. PLANT DIMENSIONS SHAl.l BE MEASURED WHEN THEIR BRANCHES OR ROOTS ARE IN THEIR NORMAL POSITION. 3. WHERE A RANGE Of SlZE IS GIVEN, NO PLANT SHALL BE LESS THAN THE MINIMUM SIZE AND AT LEAST 50% OF THE PL.ANTS SHALL BE AS LARGE AS THE MEDIAN OF THE SlZE RANGE. (EXAMPLE: FTHESIZE RANGE 151'Z'TO 1S-, AT LEAST50%0F PLANTS MUST BE 1!5"TALL). SUBMITTAL$ PROPOSED PLANT SOURCES 1. wrTHIN 45 DAYS AFTER AWAAD Of TI-tE CONTRACT, SUBMIT A COMPLETE UST Of PLANTMATERIAlS PROPOSED TOBE PROVIDED DEMONSTRATING CONFORMANCE WITH THE REQlHREMENTS SPECFED. INCLUDE THE NAMES ANO ADDRESSES OF ALL GROWERS AHO NURSERIES. PRODUCT CERTIFICATES 1. PLANT MATERIALS LIST· SUBMIT OOCUMENTATIONTO CONSUL TANT AT LEAST 30 DAYS PRIOR TO START OF WOAK UNDER THIS SECTION THAT PLANT MATERIALS HAVE BEEN ORDERED. ARRANGE PROCEDURE FOR INSPECTION Of PLANT MATERIAL WITH CONSULTANT AT TIME OF SUBMISSION. 2. HAVE COPIES OF VENDOR'S OR GROWERS' INVOtCES OR PACKING SUPS FOR ALL PLANTS ON SITE DURING INSTAUATION. INVOCE OR PACKING SLIP SHOULD UST SPECIES BY SCENTIFIC NAME, QUANTITY, AHD DATE DELIVERED (ANO GENETIC ORIGIN IF THAT INFORMATION WAS PREVK>USL Y REQUESTEO). DELIVERY, HANOUNG, & STORAGE NOTIFICATION CONTRACTOR MUST NOTFY CONSULTANT 48 HOURS OR MORE IN ADVANCE OF DELIVERIES SO THAT CONSUlTANT MAY ARRANGE FOR INSPECTION. PLANT MATERIALS 1. TRANSPORTATION-DURING SHIPPING, PLANTS SHALL BE PACKED TO PROVDE PROTECTION AGAINST CLIMATE EXTREMES, BREAKAGE AND DRYING. PROPER VENTILATION ANO PREVENTION OF DAMAGE TO BARK. BRANCHES, AND ROOT SYSTEMS MUST BE ENSURED. 2. SCHEDULING AHD STORAGE-Pl.ANTS SHALL BE DELIVERED AS Q.OSE TO PLANTING AS POSSIBLE. PLANTS IN STORAGE MUST BE PROTECTED AGAINST AK'f CX>NDITION THAT IS DETRIMENTAL TO THEIR CONTIMJED HEALTH ANO VIGOR. 3. HANDLING· PlANT MATERIALS SHAl.l NOT BE HANDLED BY THE TRUNK. LIMBS, OR FOLIAGE BUT ONLY BY THE CONTAINER, BALL, BOX. OR OTHER PROTECTIVE STRUCTURE, EXCEPT BAREROOT PLANTS SHAU. BE KEPT IN BUNDLES UNTIL PLANTING Al«J THEN HANDLED CAREFULLY BY THE TRUNK OR STEM. 4. LABELS· PLANTS SHALL HAVE DURABLE, LEGIBLE LABELS STATING CORRECT SCIENTIFIC NAME ANO SlZE. TEN PERCENT OF CONTAINER GROWN PLANTS IN WOIVIDUAL POTS SHALL BE LABELED. PLANTS SUPPi.JED IN FLATS, RACKS, BOXES, BAGS, OR BUNDLES SHALL HAVE ONE LABEL PER GROUP. WARRANTY PLANT WARRANTY Pl.ANTS MUST BE GUARANTEED TO BE TRUE TO SCIENTIFIC NAME AND SPECIAED SIZE, AND TO BE HEAL THY ANO CAPABLE OF VIGOROUS GROWTH. AEPLACEMENT 1. PLANTS NOT FOUND MEETING ALL Of THE REQUIRED CONDITIONS AT THECONSULTANT'SDISCRETION MUST BE REMOVED FROM SITE AND REPLACED IMMEDIATELY AT THE CONTRACTOR'S EXPENSE. 2. PLANTS NOT SURVIVING AFTER ONE VEAR TO BE REPLACED AT THE CONTRACTOR'S EXPENSE. PLANT MATERIAL. GENERAL 1. PLANTS SHALL BE NURSERY GROWN IN ACCORDANCE WITH GOOD HORTICUL TURAl PRACTICES UNDER Q.IMATIC CONCMTIONS SIMILAR TOOR MORE SEVERE THAN THOSE OF THE PROJECT SITE. 2. PLANTS SHALL BE TRUE TO SPECIES AND VARIETY OR SUBSPECIES. NO CUL TIVAR$ OR NAMED VARIETES SHALL BE USED UNLESS SPECIFED AS SUCH. OUANTITES SEE PLANT UST ON ACCOMPANYING PLANS AND PLANT SCHEDULES ROOT TREATMENT 1. CONTAINER GROWN PLANTS (INCLUDES PLUGS): PLANT ROOT BALLS MUST HOLD TOGETHER WHEN THE PLANT IS REMOVED FROM THE POT, EXCEPT THAT A SMALL AMOUNT OF LOOSE SOL MAY BE ON THE TOP OF THE ROOTBALL 2. PLANTS MUST NOT BE ROOT -SOUND; THERE MUST BE NO CIRCLING ROOTS PRESENT IN Al'l'( Pl.ANT INSPECTED. 3. ROOTBALLS THAT HAVE CRACKED OR BROKEN WHEN REMOVED FROM THE CONTAINER SHALL BE REJECTED. PLANT INSTALLATION NOTES AND DETAILS Sil T FENCE MAINTENANCE §TAN)ARDS: 1. ANY DA.MAGE SHALL BE REPAIRED IMMED~TELV. 2 SEDIMENT SHAU BE REMOVED WHEN ACCUMULATION EXCEEDS&" IN DEPTH. SILT OONTAINt.ENT FENCE FABRIC: JOINTS IN FIL TEA FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. CD SILT FENCE I'. (:i' ',~ j \ )I i\t 11',/,, CUT-AWAY SHOWING l"XZ', 14GAUGE WIRE W;SH BACKING STEEL -r POST OR'Z'x4• WOOD POSTS, OR EQUIVALENT Sil T FENCE FABRIC ANO WIRE lESH BACKING SHALL BE WIRED TO TOP, MIDDLE AN) BOTTOM OF POST KEY Sil T FENCE BOTTOM IN 4• X 4• MINIMUM TRENCH BACKFILLED WITH NATIVE MATERIAL. TRENCH nE ENTIRE LENGTH OF THE FENCE WITH NO BREAKS. SECTION NOTES: 1. PLANTING PIT SHALL NOT BE LESS THAN (2) TIMES THE WIDTH OF THE ROOT BALL DIA. 2. LOOSEN SDES AND BOTrOMS OF PLANTING PIT 3. SOAK PLANTING PIT AFTER PLANTING REMOVE FROM POT OR BURLAP & ROUGH-UP ROOT BALL BEFORE INST Al.LING. UNTANGLE ANO STFWGHTEN CIRCllNG ROOTS. PRUNE IF NECESSARY. F PLANT IS EXCEPTK>NALL Y ROOT-BOUND, 00 NOT PLANT AND RETURN TO NURSERY FOR AN ACCEPTABLE ALTERNATIVE SPECIAED MULCH LA YER. HOLD BACK MULCH FROM TRUNK/STEMS FINISH GRADE Sc:ale:NTS >\/ I ~ ./ · 'TI1:1f1 -~-.y, r;:;.i" F11;,-i 11 t»111jif.tf.~ .. ~ i,,/ REMOVE DEBRIS AND LARGE ROCKS FROM PLANTING PIT AND SCARFY SIDES AND BASE. BACKFILL WITH SPECIFIED SOL. ARM UP SOIL AROUND PLANT. 'llTf ,J1 I\\ . ~i=J -=-=m!.!!ft%h\'f/11ciiillrr/Jlifi1.1!1 IIfl J-2X MIN DIA ROOTBA.ll 0 TREE AND SHRUB PLANTING Sc:ale:NTS E IT T F T · T I ET oo.,,,w.n.-~, ~ TIii WATERSHED COMPANY 7!50Slxf1 Snet:Sol.th Kh1dend WA 98033 p 425.822.5242 www wl!lershedw com Sc,ence & Des,gn ~ J:%l ~ -~ C) ow ~c, ...:l <( <( < Iz 8~~~tu:g Qa..U1-~&l J:%lzWUf-"' ::Eomw(J)< -~'a;: ;:...~o~ffiz J:%l LL "'0 ...:lQoa..<Jif-...;ll-wcnoffi <~~!:!:J~C:: > ~!::: z w::::! 0 ~() ~ a..~ ~ ~I! I h!IIIIIIII ~rtttttm JOB NUMBER: 160113 SHEET NUMBER: ;Ii fil W7 OF 81~ MITIGATION PLAN NOTES MITIGATION PLAN OVERVIEW THE PROPOSED MITIGATION PLAN FULFH..LS THE REQUIREMENTS OF RMC 4-3-050.H. Ill ORDER TO ALLOW FOR THE PROPOSED PARKING GARAGE EXPANSlON AND ASSOCIATED GRADING ACTIVITIES, STREAM BUFFER MODIFICATION ANO UNAVOIDABLE TEMPORARY STREAM BUFFER IMPACTS WLL OCCUR. BUFFER MODIFICATION Will. TAKE THE FORM OF REDUCTION WITH ENHANCEMENT ANO BUFFER AVERAGING WITH ENHANCEMENT. TEMPORARY STREAM BUFFER IMPACTS, WILL AL.SO BE RESTORED AND EN..W.CED IN-PLACE. BUFFER AVERA.GING WILL OCCUR AT A 1:1 RA.TIO, AND BUFFER ENtw-lCEMENTWILLOCCURATA2:1 RATIO(ENI-WIICEMENT AREA: REDUCTION AREA). MITKlATION GOALS ANO OBJECTIVES 1. WTTHIN THE PROPOSED RESTORATION AREAS, ESTABLISH DENSE NATl\l'E VEGETATION THAT IS APPROPRIATE TO THE EC0-RE(3j0N AND SITE. 2. WHERE INDICATED ON THE Pl.AN, AREAS WITHtN THE RESTORATION AREA WILL REMAIN SUBSTANTIALLY VEGETATED WITH A PREPONDERANCE OF NATIVE TREES, SHRUBS, AND GROUNOCOVERSAND WU..L CONTAIN ume l'WASIVE OR NOXIOUS WEEOCOVEA. PERFORMANCE STANDARDS THE STANDARDS USTEDBELOWWILL BE USED TO JUDGE THE SUCCESS OF THE INSTAL..lATK>N OVER TIME. IF PERFORMANCE STANDARDS ARE MET AT THE ENO OF YEAR 5, THE SITE WILL THEN BE DEEMED SUCCESSFUL AND THE PERFORMANCE SECURITY BOND WILL BE ELIGIBLE FOR RELEASE BY THE CITY OF RENTON. 1. SURVIVAL: ACHEVE 100% SURVIVAL OF INSTALLED TREE, SHRUB, AND GROUNOCOVER PLANTINGS BY TtE ENO OF YEAR 1. THIS STANDARD CAN BE MET THROUGH PLANT ESTABLISHMENT OR THROUGH REPLANTING AS NECESSARY TO ACHIEVE THE REQUIRED NUMBERS. INOMDUAL GROUNDCOVER PLANTINGS CANNOT BE FEASIBLY COUNTED. THEREFORE, GROUNOCOVERS SHAU BE MONITORED FOR AREAS OF OBV10US MORTALITY ANO APPROPRlATE REPLACEMENT OOANTITES RECOMMENDED BY THE RESTORATION PROFESSIONAL TO ENSURE SATISFACTION OF THE NATIVE COVER ST ANOARO (BELOW). 2. NATIVECOVER: a. ACHIEVE 50% COVER OF NATIVE TREES, SHRUBS, AND GROUNDCOVEAS BY YEAR 3. NATIVE VOLUNTEER SPECIES (BUT NOT GRASSES) MAY COUNT TOWARDS THIS COVER STANDARD. b. ACHIEVE 80% COVER OF NATIVE TREES. SHRUBS, AND GROUNOCOVEAS BY YEAR 5. NATIVE VOLUNTEER SPECIES (BUT NOT GRASSES) MAY COUNT TOWARDS THIS COVER STANDARD. TREES AND SHRUBS MUST ACCOUNT FOR A MINIMUM OF 65% COVER. c. SPECIES DIVERSITY: ESTABLISH AT LEAST THREE NATIVE TREE SPECE$, FOUR NATIVE SHRUB SPECIES AND ONE NATIVE GROUNOCOVER SPECIES BY YEAR 3 AND MAINTAIN THIS DCVERSITY THROUGH YEAR 5. NATIVE VOLUNTEER SPECIES (BUT NOT NATURALIZED GRASSES) MAY COUNT TOWARDS THIS STANDARD. d. NVASIVE COVER: AERIAL COVER FOR ALL NON-NATIVE, INVASIVE AND NOXIOUS WEEDS WITHIN THE BUFFER PLANTING AREAS WLL NOT EXCEED 10% AT ANY YEAR DURING THE MONITORING PERIOD. INVASIVE Pl.ANTS ARE DEFINED AS THOSE LISTED BY THE WASHINGTON STATE NOXIOUS WEED CONTROL BOARD AS ClASS A. B, OR C. TECHNIQUES AND Pl.ANS CONSTRUCTION NOTES AND SPECIFICATIONS GENERAL V\ORK SEQUENCE 1. INSTALL SILT FENCING AROUND ALL CLEARING LIMITS. 2. PREPARE THE PLANTING AREAS: 11. REMOVE GRAVEL, FILL MATERIAL, GARBAGE, AND DEBRIS; b. CLEAR ALL HIMALAYAN BLACKBERRY ANO ENGLISH IVY FROM THE Pl.ANTING AREAS, MAKING SURE TO REMOVE THE ROOTS. c. ROTOTILL TO DE-COMPACT SOILS AND INCORPORATED THREE INCHES OF COMPOST INTO THE UPPER NINE INCHES OF THE SOL. DO NOT ROTOTILL BENEATH THE EXISTING TREE CANOPY. 3. ALL PLANT INSTALLATION IS TO TAKE PLACE DURING THE DORMANT SEASON (OCTOBER 15TH - MARCH 1ST}. a. PREPARE A PLANTNG PIT FOR EACH PLANT ANO INSTALL PER THE PLANTING DETAILS. b. APPl. YA BLANKET APPLICATION OF WOOOCHIP MULCH, FOUR INCHES THICK, ACROSS ALL Pl.ANTING AREAS. 4. INSTALL A TEMPORARY, ABOVE-GROUND IRRIGATION SYSTEM CAPABLE OF COVERING THE ENTIRE Pl.ANTING AREA. 5 INSTALL A SPLIT RAIL FENCE BETWEEN DEVELOPED AREAS ANO THE PLANTING AREAS PER DETALS. SPECIFICATIONS 1. COMPOST: CEDAR GROVE COMPOST OR EQUIVALENT PRODUCT. 100% VEGETABLE COMPOST WITH NO APPRECIABLE OUANTITIES OF SN«>, GRAVEL, SAWDUST, OR OTHER NON-ORGANIC MATERIALS. 2. FERTILIZER: SLOW REL.EASE GRANULAR PHOSPHOAOU8-FREE FERTLIZER. FOLLOW MANUFACTURER'S INSTRUCTIONS FOR APP\.ICATION. KEEP FERTLIZER IN A WEATHER-TIGHT CONTAINER WHLE ON SITE. NOTE THAT FERTIUZER IS TO BE APPLIED ONLY IN YEARS 2 THROUGH 5 AND NOT IN THE FIRST YEAR. 3. IRRIGATION SYSTEM: AUTOMATED SYSTEM CAPABLE OF DELIVERING AT LEAST TWO INCHES OF WATER PER WEEK FROM JUNE 1 THROUGH SEPTEMBER 30 FOR THE ARST TWO YEARS FOLLOWING INSTALLATION. 4. RESTORATION PROFESS,ONAL: THE WATERSHED COMPANY ((425) 822-5242) PERSONNEL. OR OTHER PERSONS QUALIFIED TO EVALUATE ENV1RONMENTAL RESTORATION PROJECTS. 5. WOOO CHIP MULCH: ARBORIST CHIPS (CHIPPED WOODY MATERIAL) APPROXIMATELY 1 TO 3 INCHES IN MAXIMUM DtMENSION (NOT SAWDUST OR COARSE HOG FUEL). THIS MATERIAi.. IS COMMONLY AVAILABLE IN LARGE QUANTITIES FROM ARBORISTS OR TREE~UNING COMPANIES. THIS MATERtAL IS SOLD AS "ANIMAL FRIENDLY HOG FUEL" AT PACFIC TOPSOLS [(800) 884-7645). MULCH MUST NOT CONTAIN APPRECIABLE QUANTITIES OF GARBAGE, PLASTIC, METAL, SOIL, AND DIMENSIONAL LUMBER OR CONSTRLICTK)N/OEMOLITION DEBRIS. MONITORING PROGRAM MONITORING METHODS TlilS MONITORING PROGRAM IS DESIGNED TO TRACK THE SUCCESS OF THE MITIGATION SITE OVER TIME ANO TO MEASURE THE DEGREE TO WHICH ITIS MEETING THE PERFORMANCE STANDARDS OUTl.lNEO IN THE PRECEDCNG SECTION. AN AS8UILT PLAN WILL BE PREPARED BY THE RESTORATION PROFESSIONAL. (THE WATERSHED COMPANY [(425)822-5242), OR OTHER PERSONS QUALIFIED TO EVALUATE ENVIRONMENTAL RESTORATION PROJECTS) PRIOR TO THE BEGINNING OF THE MONITORING PERIOD. THE AS-BUILT PLAN WLLBEAMARK-lJP OF THE PLANTING PLANS INCLUDED IN THIS PLAN SET. THE AS-BUILT PLAN Wl.L DOCUMENT ANY DEPARTURES IN PLANT PLACEMENT OR OTHER COMPONENTS FROM THE PROPOSED Pl.AN. DURING THE AS-BUtL T INSPECTK)N, TliE MONITORING RESTORATION SPECIALIST SHALL INSTALL MONITORING TRANSECTS Ill THEWETI..ANO BUFFER RESTORATION AREAS ANO ESTABLISH PHOTO POINTS. APPROXIMATE TRANSECT AND PHOTO POINT LOCATIONS Stw.L BE MARKED ON THE AS-BUILT PLAN. AT LEAST SIX, SO-FOOT TRANSECTS SHAU BE ESTABLISHED IN THE Pl.ANTING AREAS, INCLUDING AT LEAST TWO IN EACH AREA-BUFFER EN~EMENT AREA, BUFFER ADDCTION WITH ENHANCEMENT AREA, ANO THE TEMPORARY BUFFER DCSTURBANCE.fiESTORATION AREA MONITORING WILL TAKE PLACE TWK:E ANNUALLY FOR AVE YEARS, INCLUDING A SPRING MAINTENANCE NSPECTION ANO A FORMAL MONITORING INSPECTION TO OCCUR IN THE LATE SUMMER OR EARLY FALL. YEAR 1 MONITORING Wl.L COMMENCE IN THE FIRST FALL SUBSEQUENT TO INSTAUATION. SPRING MONITORING THE SPRING MAINTENANCE INSPECTION SHALL INCWDE THE FOLLOWNG, REPORTED IN A BREF MEMO SUBMITTED TO THE PROPERTY OWNER ANDK>R MAINTENANCE CREWS: 1) CONDUCT A WEED AND MAINTENANCE INSPECTION IN THE SPRING TO DENTIFY ANY MAINTENANCE NEEDS NECESSARY TO PREPARE THE SITE FOR THE UPCOMING GROWING SEASON. 2) SUMMARIZE FINOINGS IN A SPRING MAINTENANCE MEMO FOR THE RESPONSIBLE PARTY. LATE SUMMER/FALL MONITORING THE FORMAL MONITORING V1SIT SHALL RECORD AND REPORT THE FOLLOWING IN AN ANNUAL REPORT SUBMITTED TO THE CITY OF RENTON: 1) SUMMARY OF THE SPRING MAINTENANCE VISITRECOMM~TIONS. 2) VISUAL ASSESSMENT OF THE OVERALL SITE. 3) YEAR 1 COUNTS OF LIVE ANO DEAD PLANTS BY SPECIES. 4) COUNTS OF DEAD PLANTS WHERE MORTALITY IS SIGNIFICANT IN ANY MONITORING YEAR. 5)ESTIMATE OF NATIVE COVER USING THE LINE-INTERCEPT METHOD ALONG ESTABLISHED TRANSECTS. ALL PLANTED AREAS NOT DIRECTl Y COVERED BY TRANSECTS WILL BE V1SUALL Y ASSESSED AND NOTED AS TO HOW THEY ARE MEETING THE PERFORMANCE STANDARDS. 6)VISUAL. ESTIMATE OF NATIVE GROUNOCOVER. 7)ESTIMATE OF NON-NATIVE, INVASIVE WEED COVER WITHIN PLANTING AREAS USING THE LINE-INTERCEPT METHOD ANO,OR VISUAL ESTIMATES ARE PRACTICAL: ESTIMATE NVASIVE COVER IN WETLAND RESTORATION ANO BUFFER MITIGATION AREAS SEPARATELY. 8)TABULAT10N OF ESTABLISHED NATIVE SPECIES, INCLUOIIIG BOTH PL.ANTED ANO VOlUNTEEA SPECIES. 9)PHOTOGRAPHIC DOCUMENTATION FROM FIXED REFERENCE POINTS ANDK>R TRANSECT ENDS. 10) N<'f INTRUSIONS INTO OR CLEAR NG OF THE PLANTING AREAS, VANDAI.JSM, OR OlliER ACTIONS THAT IMPAIR THE INTENDED FUNCTIONS OF THE MITIGATION AREA. 11) RECOMMENDATIONS FOR MAI\ITENANCE OR REPAIR OF ANY PORTION OF THE MITIGATION AREA SITE MAINTENANCE REQUIREMENTS THE SITE WILL BE MAINTAINED Ill ACCORDANCE WITH THE FOUOWING INSTRUCTIONS FOR FIVE YEARS FOLLOWNG COMPLETION OF THE CONSTRUCTION. 1) FOLLOW THE RECOMMENOA TIONS NOTED IN THE PREV10US M()NjTORING SITE V1SIT AND THE SPRING MAINTENANCE MEMO 2)GENERAL WEEDING FOR ALL PLANTED AREAS: MITIGATION PLAN NOTES AND DETAILS a. AT LEAST TWtCE YE.ARLY REMOVE ALL COMPETING WEEDS ANO WEED ROOTS FROM BENEATH EACH INST AL.LEO PLANT AND ANY OESAABLE VOLUNTEER VEGETATION TO A DCSTANCE OF 181NCHESFROMTHE MAIN PLANT STEM. WEEDING SHOULD OCCUR AT LEAST lWICE DURING THE SPRING AND SUMMER. FREQUENT WEEDING WILL RESULT IN LOWER MORTALITY, LOWER PL.ANT REPLACEMENT COSTS, AND INCREASED LIKELIHOOD THAT THE PLAN MEETS PERFORMANCE STANDARDS BY YEAR 5. b. MORE FREQUENT WEEDING MAY BE NECESSARY DEPENDING ON WEED CONOfflONSTHAT DEVELOP AFTER Pl.AN INSTALLATION. c. DO NOT WEED THE AREA NEAR THE Pl.ANT BASES WITH STRING TRIMMER (WEED WHACKER/WEED EATER). NATIVE PLANTS ARE EASILY c».MAGED OR KLLEO, ANO WEEDS EASILY RECOVER AFTER TRIMMING. d. ENSURE THAT ESTABLISHED HIMALAYAN BLACKBERRY CANES OUTSIDE OF THE PLANTING AREASARE CUT BACK AT LEAST 10FEETFROM THE PLANTING AREAS. 3) APPl. Y SLOW RELEASE GRANULAR FERTILIZER TO EACH INSTALLED PLANT ANNUALLY IN THE SPRING (BY JUNE 1) OF YEARS 2 THROUGH 5. 4)REPLACE MULCH AS NECESSARY TO MAINTAIN A 4-INC~THICK LAYER, RETAIN SOtL MOISTURE, AND LIMIT WEEDS. 5)REPLACE DEAD Pl.ANTS FOUND IN THE SUMMER MONITORING VISITS DURING THE UPCOMING FALL/WINTER DORMANT SEASON (OCTOBER 15 TO MARCH 1) OR AT THE DIRECTK)N OF THE RESTORATION PROFESS.ONAL. 6) PROV DE IRRIGATION FOR THE ENTIRE Pl.ANTED AREA WITH A MINIMUM OF ONE INCH OF WATER PROVO ED PER WEEK FROM JUNE 1ST THROUGH SEPTEMBER 30TH FOR AT LEAST THE FIRST TWO YEARS FOLLOWING INSTAUATION THROUGH THE OPERATION OF A TEMPORARY IRRIGATION SYSTEM. CONTINGENCY PLAN IF THERE IS A SIGNIFICANT PROBLEM Wint THE MITIGATION AREAS MEETING PERFORMANCE STANDARDS, A CONTINGENCY PLAN WILL BE DEVELOPED ANO IMPLEMENTED. CONTINGENCY PLANS CAN INCWDE, BUT ARE NOT LIMITED TO: SOIL AMENDMENT; ADDITIONAL PLANT INSTALLATION; AND PLANT SUBSTITIJTIONS OF TYPE, StZE, QUANTITY, ANO LQCATK)N. SlTE PROTECTION PERMANENT SPLIT-RAH.. FENCING ANO CRITICAL AREA PROTECTK)N AREA (CAPA) SIGNS WILL BE INSTALLED BElWEEN THE RESTORATION AREAS AND ALL DEVELOPED AREAS. -,I<------r-<TMAX ----~l'- 6" x6" ROUGH CUT, SPllT, CEDAR POST NOTCHED TO CONTAIN AND CONCEAL RAIL CONNECTION 2 X BROUGH CUT, SPLIT, +-----X / CEDAR RAILS ff1 " +-1 ,_ ~--------~-~ Clio\MFER TOP OF POSTS 45 DEGREES TO A DEPTH OF 1"0NALL FOUR SIDES. ATTACH CITYfCOUNTY APPROVED PRE~INTED METAL SIGN TO POST Wint lWOt DIA. GALVANIZED CARRIAGE BOLTS. SEE PL.ANS FOR SIGN LOCATIONS. FINISI-ED GRADE ~u~ ~+-,;sf ~u~ .~~-MPACTEDGRAVEL BASE. G) SPLIT RAIL FENCE • CONCRETE IS TO 8E l PLACED IN SENSITIVE AREAS. "' --COMPACTED SUBGRADE Scale: NTS E IT T F T -T I ET ·~--~y ll rlllc WATERSHED COMl'ANY 750 Sixt, Slreet Sol.Ch tortdandWA98033 p 425.822.5.242 www.wai:ershedco.com Science & Design i::i::: ~ ~ -~ "' ow ~ ~Cl ...:l <( <( ,< Iz 8~~~tut8 Qa..U1-~~ ~zWUf-°' ""OIDwCll< ..,,. ~....,Cl~ >,~oOffiz ~<(LL~..,.0 ...:lQoa..cntz ,-.:ll-wU>ow <~~!:!!~er: > ~!::: z w:::::! 0 ~() ~ a.. i'.t ~ ~11 I .. ~ i; ! ii &! ! 11-i SHEET SIZE, ;• OAIG~x.34" ;, SCALE ACCORDIN!3. Y. I PROJECT MANAGER: RK I a' DESIGNED: RK/KMB ~ j ~FTEO. KMB CHECKED: RK JOB NUMBER: 160113 ,~i SHEET NUMBER: I ~ W8 OF 8d ~ ':'"ii 1"•100' ~ :r tQIZQNTN,,, Attn» NAO IMJ/91 -AS PRCMOED 8'f CllY Of MNTOH SUIM:Y CONTllOL NETWORK REFERENCE \1"1..UES WERE ACOURED ANO~ W£R( VIS/TED It\! AIJGVST, 2003. REfERENCE CONTROL POINlS ARE AS fOUOWS: 1227 LOCAnOH: FOUND A J/8" BRASS PLUG IN 10" MONI.IMENT CASE AT A PC ON TAlBOT AOAO SOVfH IN THE INTERSECTJOH Of TALBOT AOAO SOUTH ANO SOUTl, 4!:,TH Pl.ACE. THERE IS A SIMILAR IIION.M[NT sourn 24' EAST 11.4 FEET WONUMENT: J/8 lH 8AASS PLUG IN l«>NUMENT CASE NORTHING: 153,l".0&41 EASTHG: l,298..911.21111 .,,. LCICAflON; FOUND 10" ~NT CASE AT THE WITRS(CTIQN Of SOUTHWEST 43RD STREET AND TALBOT AOAO SOUTl1 APf'ROlUWATELY 10' HORTH Of ANOTHER lilClttUMENT CASE: AT THE: PC OF A CURVE OH T"'--801 AOAO SOUTH. lilONUMENT: lilON.MENT CASE NORTHING: 16.l,"6.14&4 EASTIHG: 1,299,050.266 '411JP,AL,,DAJW N4VO 19M -AS PROVIDED 8'f CITY or RENTON Sl#N£Y a»ITTIOL NETWORK. REfEREMCE VALUES WERE ACOORED ANO MONUloEHTS WERE VISITTD IN MJGvST, "'°'· REF"ERENCE CONTROL PCHfr4T USED: ,.., UXATION: 001 8RASS DISK SURVEY WiRI< SET "' A 10" DWilETER CONCRCTE YONIM£NT UXATEO AT THE ORIWA INTERCHANGE EAST Of THE SOUTHWfST ORO STREET 5ft 167 UNOERCAOSSINC, MIOUT i-W.f'IIMY TO TllE INTERSECTION WfTl-1 A TRAFFIC LJCHT CONTROLLING FREEWAY Off ANO ON RMIP TRAFTIC. IIIONI.JMO.T: WSOOT BRASS DISC IN CONCRETE LOCATED SEU' Of SOUTHWEST 4:,RO STFIEET OVERPASS OF SR 167 NORTHING 163,921.~ EASTING. 1,298,121.Jl El.f\lATION: 84.97 (SEE DAAW1NC FOR BEMCHIMRKS SCT FOR SITE US() lffl ny PflMSlli SANITARY 5£'«RS, STORM [)R.tJN.,IGE, WATER CllY Of REN10N OE\IELOPWENTSERVICES I~ SOUTH CIWJ't WAY RENTOH, WA 98CY.>5 (4~)4.X,-7200 POWER »«J ,,....llJIUrL GAS PIJG[T S(l(M[l EHER(;Y 411 108TH AVENUE NE PO BOX 97034 8ELL.£VUE, WA 98009 (42~) ·~-6.MJ FAll: (42~) 482-JJOO IBD'""" ""'" """""'' PO eox e2,001 UTTLETON, CO 80162 (800) ~26-J~7 CBCH'11CIO LOTS 1 THROUGt-1 10 OF VALLEY MEDICAL C£NrER MORTH CAMPUS BINOINC SITE PLAN. RECORDED IN 'f'OLUIIIE 166 AT PAGES 119 THROUGH 9.1. INCUJSI\IE, N KING COUNTY. WASHNCTOH. u Knowwhll'1below. Cal-.,.. .... w&i4NCTON S1ATE DEJ>NmENT OF *TUIW. RESOURCES P\8.ICLNC>SI..RYEYQFFl:E 1111 IMSHINCTON STREET S.E. P.O.BOX410IIO OL"!\IP\A,'IASi1NGT°"~-70IO CIVIL COVER SHEET FOR UW MEDICINE -VALLEY MEDICAL CENTER NORTH GARAGE EXPANSION SOUTH 1/2 OF THE SE 1/4 OF SECTION 30, AN) NORTli 1/2 OF THE IE 1/4 OF SECTION 31, TOWNSHIP 23 NOR'Tli, RANGE 5 EAST, WM. CITY OF RENTON, Km COUNTY, STATE OF WASHINGTON ' ~ ~ -J '-/"~ NEW MEIJICAL OFRCE 8UI..DINQ ElCPANIION ~ VICINITY MAP NJEX TQ lltEEra C1 OF 12 CML COYER SHEET C2 OF 12 DBIOlJTJON PLAN C3 OF 12 lSf'ORARY EA090N NO SEDIENTATKlN CCWTROL PLAN C4F12 C5F12 C8F12 ~ NO IJTlUTY PLAN VAi.LT BEC1lONII CCNl'T!IUC1lON NOlBI NO DET AUi 81 OF 12 SEWER EXTENSION PLAN NO PROFLE W1 OF12 W20F2 W30F12 W40F12 WSOF 12 WATBI EXTENSION PIAN NO PROF1..E WATBI EXTENSION PIAN NO PROF1..E WATBI EXTENSION PIAN NO PROF1..E WATBI EXTENSION PIAN NO PROF1..E WAlBI NOTEB NO DETALB SHEET KEY MAP li~ ~~ •.! ~N~ ~, i~; ii j~;; ~i ~.!>..!>. ~r,; ~~~ g~ ::,-., ~\ re(' ' 'i :t • ~-,.! ... ~#'""·•. ..... ~ •' • • • • • •I• • f' •cot'• •I• :,.'.>,E' F>~' JrJ ;Tf\uCTl'.Jr\ -.!, E T T" EK~-.:,,:.., A\ ,'Vl:CSl~H>c· ,m ___ _ :::== I ,rr ____ • --L = I llW ,,-c""" DATUM "'!! ,_ -""'""·"'· ® CITY OF I ~ ® ~ RENTON g AOOENOUM 12 Z1W 11/(M/11 AS oca"' ~ Planning/BuHdlng/Publlc Wades Dept. ~ u-..mt.tJQ. ,..;. ,u IIUI.Ut. N..L ~ .......,.. ,u """-=-•un ........_., ....... ,..... NO. REVISION 8Y DAJE APPA 7 :~:_~_:::: ~ I i a 2 ~ ~ 5;~ 1'-30' ~ : DEMOUT10N SCH;DlA.E (D REMO.IE EXISTNG ASPr-1AL T PAVEMENT NCl STRIPING ANO OISflOSE OF OFFSITE (D REWOVE EXISTING CONCRETE CURB AND DISPOSE Of OFFSrTE (D ~NG.t ~~: ~ ::,~~~1.;[S FOR FUTURE I.ISL COOROOIUE WITH LOCAL POWER CTNEW(Y. @ ~ ~T~NG :-:H 8'<SIHS, CLfANOlfTS ,I: CRANS. REMOVE @ ~~~u:. MH, CL.EN«JUlS .Ir SEWER LINES. CN' ANO MARK © ~~~~TE~E WH, VAULTS ,t LIMES. CJi> ANO MAAK {J) ~OREX=~~~~REWA~~ METERS. @ RE110YE EXISTING FENCES. c.ATES, ANO BOU..N1DS ANO DISPOSE Of" OffSITE. @ R£MCM DUSTING CONCRETE SIDEWALlt ANO ALL ASSOC~TtO STAIRS ANO I-WrioORAll.S ANO DISPOSE Of Off"SlTE. @ R£MCM EX!Srn«. SIGN Nr() DISPOSE OF OFTSITE @ R£MCM EXISTING L..ANOSCN'E AHO OISP0S£ Of OffSITE. @ R010YE EXISTING lR£E. @ R£MCM EXISTING CAAVEL ANO ROCKERY ANO DISPOSE OF 0FTSITE. @ REMOVE EXISTING OIL/WATER SEPARATOR ANO DISPOSE OF OFFSITE. @ REMO\IE EXISTING UNO£RGIIOl.lr() POOL @ REMO\IE EXISTING WALL .._{~-' / ~·~.f/ / I :==i.. / .! -a S DEMOLITION PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER NORTH GARAGE EXPANSION ' ,, "'· -~. <"'"- -~ . ., . "-'' ,,' ,, >,""' '~ ... ..... ' ' . <· '\ ,,":. ,., .•.···~··. ·,,\ \ "' . ' '\ ~ii,' .,, . ;11:. !i~g r ;, •,:\ t ··.. . . '•c ;"f 0a}i!;:i -~~ e,. ij_ . / ..:,} :~ ~;;· --~ . ' ;:r ' ... H'! ::,/ ~~\1 ~. : -a~~--! :i" ., , I 0 ' vi ~~ ~., ~N~ ~, ~~~ ,~ i;;;; 1'" !ii!'(!'( !l~ ~~~ g~ r.,~#''"•• •• .::; \ 'C' ,I 'i X -: ~ ... ~ ' :, J' ~'1~ , "!·~·;v ,' --,-, .$--f _ __l • ~ ,E,Fas Tl•c .. 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W/STIHONlfl GRAT£ R!M•7947 [:77J7 (12· S) litOOUINI WffiAND, JIIM•8941 E:7780 (12" ~) E:77JO (12" W) SOMH#J,lYPE 2-~4· JIIM•9484 E:86J1(JO"S) l[:86J1(JO"W) S0MH#4,TYP£ 2-~· ~M • 84.49 [:7374 (JO"[} IE:7374po_:_w) SOMH#5.lYPE ~-;. 72.: 79511 E=6914(JO"E) E=6914(J0"S£) E•69.14 (JO" NW) c;:9.1~ ('.1," S!_) " --- EXll1N3 PNQD - SSUHflOI~ RM•7UO' ll"PVC(ltt.NW)(SE(II)) C.0.C.•IUCI' GRADING AND UTILITY PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER NORTH GARAGE EXPANSION ' " " ", \ \ "· '(,n. \_'-'~ \ ·-~~-"""."°'""" J' ~~ \ ,/'/ ,-i.> ~ .... l""""""'.....,., ;;. /".El.ca frrP;i,,.)/·/·:; • ~. -~2~(4 fr ~· . ;::i ;"l; / J~ '.' I i T ,I ftQ'( ; -~' .· .~~;"==_, I I • •• • • • • • • •I -~ 1~ !~ •;;I N ~ !~ a~~ vi :§:~~ t:i~ i:;;:;; a:;'i !i~~ !~ ~~~ i~ .... ~~'"", .. :::,-., #\ lll(' • ~ X -: ~--~ ..... •' • • ' a.co;•• •I• .. , ),E!l FQ,< , ,,)l'J ,F?,JCTION T T,~ E"IP:,v A', __;v1SSICN:c -~F-t,_ ,-_.:::::::; · --:-----/ i ! ' -/•/I ·m __ _ JI ,·, , ·,.. ~~---,,,,./ -~ ~ I (1 1.·1~ --B i :· :,1 . ·~ ---i """' ·~ ..3M='""'" CITY OF GRADING AND l/TILITY PLAN I ~ ~ •. GARACE ANION ® RENTON lNILEDC~-VAL.LEY~CENTER ii! ziw """'" AS ,.. I ;·:~~;:,. I 400 SOUTH 43rd S1llEET ~ NO. REVl5iON ev [)ATE ~ 7 """'~'-· FENTON, WASHINGTON 98055 ~ ,,. .. .. /~·.10'.IICCESSGIIATE l"''(Y"T 110.2=!' VAULT SECTIONS FOR UW MEDICINE -VALLEY MEDICAL CENTER ,,, NORTH GARAGE EXPANSION '" ~,.~· ~ :. ~ O.OOS l.CINCITUOIJW.LY LEYH ~ PLAN V'IEW lolOTTOSCALC I ""'°"'""" (Jlw£JIVMJL1 .,.,.. ~.·~f.lf 24"0WitHER _.,,,.,,.,,, W/l'rPE 2-41" IWIRfl.('M>.) I ···.·1 BOTIOMOF Lil ~ ~ 1---··--... --.. --.. ·--.. ·--··· w.x. ·~--·~···--.. ·--··--.. ·--.. ·--· .. --.. ·--.. --.. ·--"·--·--... __ .. , __ ,,, __ ,,, __ ,, __ ,,, __ ,,, __ ,, __ ,,, __ d ~ .. -. ~.-. IE:=85-0 IE=l!.O -&:_ ~TICW.l...._Fl=71.~. -"""OMOF...,. ~ ' . l-_JI~ ~ ~.-. ~.-. ~ .. -. IE=M-0 IE=M.O 1E:e.O , ... .-n~ u -r-~ SECTION B-8 IDTIOM OfW.U.S ~ !~ ~;1 ~~~ !I ~(',Ir,,. "'" c;n"l' 'f m i :;;:;; ~'i !il'!.l'!. !l~ ~~~ g~ ...~# ..... , •• ::,-., ~'I, ~ ,, ,: ~ . "" _,..,l • •• • • • • • • •I • ."''I ~co:•• •I• Al~i'I../OVEll FCJI< r·ur-J'.·:n;;L,CTICI~ '."11[(.l T!l Ei<ISlJI,, ANLI UMl':,C>l()h', tlATE ___ _ •)ATE~-I '.'ATE---- :=iY f'ATE ----• I I l I I I '"' "~ -=:::----® CITY OF VAULT SECTlONS ~ I ~ ~ ~ REN TON UW IE~ -VALLEY LEDICAL CENTER c"".___ !1 ,,.. ~-· "'TU" GARAGE EXPANSION --ZTW 11/0t/ll AS ,_..., ~ Plonni"9/Buildlfl9/Public Worl<• Dept. 4()0 SOUTH 43rd STREET ~ AOOENOUW f2 NO. I RC,,SON I BY I"'" 1-1-i, -~-'"~C:C:::. RENTON, WASHINaTON 98055 I-,..,.. ~ L~-J7., _ .. CEMENT CONCRETE rRAfflC CURii ANO GUTTER l.' "" •""-· ~-=--;--_J_ ~--_J -: ;,;: I fJ -~~i CEMENT CONCRETE PEDESTRIANCIJRB .,,.. ..... ,,.___......,, __ ,. i-i----'-E· ... =·· -.. _j ~: '"' DEPRESSEDCUR8SfCTIOH'"'' t 11· ,., l_J .. ,_·- ~l'll:IIJ,W0kK.' ~IHl'Akl"l''T zmiN. 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L -I I p /\ )J ~ I llllf!RPEBaJY.IJD.PUN-1 I"' STA. -1!"1-N.~. l.l<t, L i.165060.3473 E,129910'1.7558 I """"'1 J 11 ~ I 1-·--·-·-·---~ ... -,n~· ... "' I l'FIIEI..N: ~ f(M==lnr(i"NJ 1E=1U~<8"V> M I I !!X llltUL !!X !ft hW I I t'!'! ,:1m.<m ~ Pl.NI 400.1 I ID .-... -A..._... ...__ .. !'l'.16'°69~~ E•IZ990a3979 r ~s:c-~ ( IE~ 61.(.0 at' D 9S L MNW!Y' 4EWffl Mmil NI) lf'SB¥IICM fH& NOTES SHALL N'f>£Nt ON PROJECT'S fOR THE ""5TElM.1EJI UTILITY. l,AI..L'Mllll( NC) llOIIK W.TEAIAL SHALL BE IN CONFOlbfMCE Will-I THE Sl#ICWIOS NCl SPEClflCAllONS Of THE CllY Of RENl'Olt PI.NiltlNG/BUII..OOIC/Pl&..C WORKS DEPAlfllilENT AND THE U.TES1 EIIITIOt,I Of THE flS}IJT/IAIA STANDMOS AND SPO:IFICATIONS. AS APPRCMD NC) MOl>lFIEO BT THE CITY Of REHION IN TH£ IIEN'TON STIHWIO PUNS • SP£CIF1CA110NS. A SH Of APPAO'IED PUtCS Sl'#il II( KEPT ON SITT Al AU TIMES DI.RING COCSl1IUCTIOfrl 2n.EI-OURSOfllOIIKINTHESTIIEETRIGHTOfWAYSIW.LBEPERC1TY SP£C1F1CATIONS ON 9EEl<l»,'l'S 1M...ESS OTttERIIISE APPROt'ED IN Mllll«i BT THE PUNIING/alll..DM,/JJ\B_c WOIIKS OEPMTIIOO. ~ APPfKMD TRAfFlC CONIRO._ PI.ANMUST BE OllTAINEOPRIOR TOBECNINGN«'llORK W!l"HINPUBUCRIGHTOf .. ,. l.ALLL..OCATIONSOF EXISTING UTlJTIESSH()Wtr(MEAPPROXll,IAITNC)ITSIW..l.BE TH£ COll'TIW:lOlf's IIESP(N58UTY 10 VERIFY THE TRUE NCl COIIRfC1 LOCATION S0AS10Mo0Gtwi1AG£0Rl>5Tl.llWIC£. 4.A PIIE--coN5TRUCTKlN CONFEIIENCE AND A 24 fQ.a NOTCE SHALL BE ltEOURED PRIORTOSTMTINGNE.-COtCSTRUCTllN.ffSHAU.8f1HE~ IIESPONS8UlY105£CUIE.-..i.JIECtSSNIY l'ERIITSPIIIORlOSTNmNG COIIIS11IUCTJON (1"5P£CTICll4 'MI.J. 8[ MXOWPLISHED IY A REPRESEJrf!"ATM: Of THE CITY Of AEMTCN.) IT $1-W..l. BE THE CONlllillCTOR'S IIESPONSII.UIY 10 NOTIFY TKE P\8JCWOIIKSINSPECTOA24HCUISIN/IINNCE.Of81Cl(FJWNGAU.. -~~ IS SOLELY RESPOHS8LE FOIi THE IIIE#IS, l£THOOS AND SEQUENCES Of CONSTllUCTIONAND R)II' THESAFDYOfWOll<ERSNl>OTHERSON Tl-IE """""-COONSITT. I.IT 51-W.l 8[ TllE RESPONSIIIUTY Of THE CONlMCTOR TO OBTAIN STREE"T USE AND Ntr OfHEJI IIDATro POlll!T'S PRIOR TO Ntr CONSTWUCTIOM. 1.PLANSAPPRCJltEDB'l'THECllYOfRENTON,P1.81.JC9(ll!ICS[l[PMTM[NT$1-W.J. lAKEPIIECEDO«:ECMJIAI..LOTHEIIPI.ANS. S.ACOP"l'OfTHESEAPPA(Ml)PI.NISIAISTBEONTI-IEJOBSITE~ CONSTIIUCTIONISINPAO(jR£SS. 8. THE COfrflRAC'l"OR SIW.L PfiO¥'OE TH£ CITY Of IIEHTON WI™ AN AS-IIUILT OAMING Of THE WillTAR"r SEWER S'tSTEW, "'1ICH HAS 1EEN StMa>ED AND SQl£D 81' A LICENSED 1'510nSSIONAL DGNEER OR U:ENS£D P9IOffSSIOM,\l SI.IM'fOII 10.&ACICFIL.L SHAU BE PUCEO EOIJAU.Y ON IIOTH SIXS Of THE PFE IN LAYERS'#ITHAI.OOS£AVEIW.EOEPTHOfltHCM£5.IMUilJIIOEJ>n,Ofl INCHES.lHOIIOIJGHLYTAtilf'INGfACHLAYfllTO"PEIICOOOfWJOliUIIDOcSITY. "THESE COliFAC1ED LAYERS MUST EXTEND fOR ONE Pf'f llWIIETEJI ON OCH s« OF "THE PIPE OR TO THE SC)f Of THE Tltt:NCH. W.TERIALS TO COWl.£TE THE f1U CM:11 PIPf SHAU. BE THE SAME AS OESOIBED. 11.0P<N CUT llO,l,O CfiOSSINGS FOR UTILITY lllENCHES ON OOSTIIIG ~ RIWJIIIAYSHAU.8[1W:Kf"ILLED11ffilCRUSt1EDIKICKNCll,l£CI-WtCM.J..Y COlilPACTEll UN...ESS OllifRWISE APPIIOYEll lJ'I' 12~ll*FOAVfll'rCAL.CONTIIOL5HALLBENORll,Mt1ERICANVEJmCAL0,,.1\,l,t 1811 METEIIS. ANO FOIi HORIZONTAL CONTlO.. SIW.L IE NORTtt MIIEJIICIIN Oil.Tl.II 1993/1881 METERS UMLESS 0Tl1ERWISE APf'IIIOltEO BT l1i£ CITY OF" ltEJfTOlil PUB.JC WORKS OEPMT\IENT. REFERENCE lfNCIIIWI( NCl ~TOCS NIE NOTED ONniEPLANS. 1l.AI..L tlSTUlBEO AREAS SIW.L BE SEEDED ANO MULCHED OR 0THERWIS£ STAaUZED 10 THE SATISFACT!ON Of THE OEPAAllEIT FOIi THE PIIE.YENTION OF" ON-srrE EROSIOtil NTER lliE COUPUTIOtil Of CONSTRUC!llN. 14.AL.L PIPE ANO Af'f'l.lJTUWCES SHALL BE LAIO ON A PA0P£RLY PREPMED FOUNDATION I .. ACCORlWCE WITH THE STNCWIOS NC) SPEClfl:ATlONS Of Tl-IE CflY OF RENTON ~ING/BUILDING/PUBLIC WORKS OEPMll,Efr NC) THE l.ArrsT EDITWJN Of" 1ttE WSDOT/N'WA STNOADS ANO SPEC1f1CAOON5, AS N'PAClYED NI> IIIOOlflED IJ'I' THE CITr Of IIOtTON IN THE RENTON STANOMO PUHS a: SPftlf"ICAOONS. THIS SIW..L INCL.LC)[ NECESSMY l.Mu«l Of THE TRENCH IIOTTOII OR THE TOP or THE fOl..10.TllN W.TERW.. AS WELL AS PLACOIOO ANO COWPIICTICIN Of IIEOU91ED 11EDOWC IIATEJIW.. TO LINIFQIIM CIW>E SO 1HA1 THE OOIAE: ILN(;rH OF" n-lE PPE WU. BE Sl.PPORT£D ON A LINIFOIIULY DOGE. IMJlfU)NG MSE. PIPE 8EOONC SHALL BE PEA~ I INCHESMIM: ANO BEU:llllHEPIPE. l!I.S#IITAR"f"SEWEIIPIP[ SHAL.LBf PQ.."fWffl.CHLOROE{P\IC) RUBBER GASKElEOASTl,t D ]004, SOIi »,OIIOUCTIU IRONCI..ASS !iO, UNLISSOTHEIIWIS£ ~l'l'THE'fMSlE'MTEJt!lllUTY. 16.INUNM'IDl£llARfAS,IMNHOl.£TOEXTD«llillNllillAl61NCHESNI> IMXlMUIII 12 INCHES lilJtN£. flNS/iED (iR.-o£ OR MUST HAVE WIN .... 2' DWiETER OCINCJIETEIIIJ«.POUREDATGRIIDE.INPINE[IAltfA,co;[ltYIJSTSLOPEINM.! DRECT06 10 IMTCH ~ l:QllQNTN,, QAJW ~~/fl -AS PROVIDED BY CITY Of ROOON St.ftVEY CONTROL REITREHCE CONTROL POIN'TS ARE AS >CL.LOWS; YBl'IKW. DAJ\lt ,.,.,m 1988 -AS PAO\IIO£O BY CITY OF A9fTON SURVEY COH"JROL OOITOOO•. -80l(:fll,MRK "F"' CHISEL£0 SQUARE AT SWC OF WAT£R VAULT EL.E.'YA"IION • 40.N' • ee e e e e e N()lfTHIN(;: l~,2~.380 EASTING: I - 'l; !~ ... ~ ~8 ::::NN ,,! ~~~ zl '.:!! ii ;a:~~ ~ !-~~ g ~ ::,• "',>),\ . ~ :c • '\, ~~~I .. ... o•• • •1 • • Y ~c• • •I• <,vE F' JI< ,Jr,.' T·\L,' TICJ'\J "-E .r r E•i•,(Ji<', .o.r-. ,'Ml' ',ION', ,rr ---- l],t.T[ ----I )AT[----• '.'"-TE---- -<»SJ """' :>+GD a+«> I I ~ ·---""-"'·· @ CITY OF SEWER EXTENSION PLAN AND PAOR..E ,-,0102120•• I OKIO SEWER EXTENSION PROR.E »GO ,.. ~-DATUM NORTH QAAA(E EXPANSION ~ ~ ® " REN TON IJN LEDICINE -VALLEY ..aJICAL CENTER -il ~ }AOOENOUM-12 Z1W 11/0'/II AS -~.. I "'''"""'-"-' I Plonnl'l9/8uildin9/P1ibllc Works Dept. 40() 90lJTH 43rd STREET ~ I I NO. I .,..,.ON I Bl' I DATE I """' , .; I..~.~= 11:NTON, WASHINGTON 98055 ~ ~ I i I !1 ~ ~ ~~ 1'•20' ~ : :i,:, WATER EXTENSION PLAN AND PROFILE FOR UW MEDICINE -VALLEY MEDICAL CENTER NORTH GARAGE EXPANSION ' ' -"">--,.~ ~.:{'.(:/,', ------, , ~ " ··-;--_,._ -_l' ,' / ;~~- . ~",--, ! -,r,'fll,..:-;:- -:-;;..,/-' ' '_, ·"" '- "\, -"" , ., , " . ' --""-/ il..~- ----- '-.,.____...;,,-" ID SCAl..£. ,·-20· >IORIZOOl'Till._ •I U.,_.... .. ""----~ I ;.. I I . ' ,,c:· :::F'7 = 11 ta IO ~~OJ:;., ' ~ ' NttALL= ... ,...,,...mo EU\IATIONSIN"lttlSNll£A ,.I -1 / I .7......-: ~¢"" I NSIALI I !,. 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WASHINQTON 98055 iii;·~ 1·-20· ~ : EXIITNI IU..IJNQ WATER EXTENSION PLAN AND PROFILE FOR UW MEDICINE -VALLEY MEDICAL CENTER NORTH GARAGE EXPANSION H n~~ :!(flf: .:) ' --/:.. -'.\. -!--~ / ----&--1 " WAlER EXTENSION PLAN Dl,~-----------------------------~---------------115 .. ~ I ------------II) -i -, ~ -·-~ ~ I' """'?o."=l r __;. -.....-::== -==-I • J 2 NHAW II fflfi~ :;7~ !fk7».1sto ;~ 1-11~· 80I) (WJ) """""'"""""' s~T I NSDW--'19 i ~-:ElCIS111GWATER""4 8 ----"' _ .. l-1z6IIIT'IERfl.T._VE(l1.1MI) ,ID :Ht' OI ?0013 (IIIJ) "'"""""""'"' -~ ---~----t-.,__-~ ______ ,__ _____ ~---------+---------~--~-----',U StA:7+-911.00 CCNOIEC1TOEXl$Tlt«.·rtR~N PfRSIDPI.Nl---300.4 SUSIIEET~ 1-12·.1rcuHN1u (FL.FL) l-12"BUTTERF1.YVALVE(Fl.nU) 2-12" OI SPOOLS (IU) """""''"'""" ,~ !~ ~ rl ~E~ im. ~~m '' i:n:n ;r.'l .!>,!>, l!~ §~~ ~~ ......... ~"'':ltit,. ::,~f:ri\_ ~ ,,1 'i :t • e l cS,6,,,; \. .. • ..::,"' • • f ltco• • •I• ·,'>'E >,' C'.)N':,Tf<,JCTlr~N E~ T T E ,, '<: A',' ,VI' l'.AT[ __ _ -I •:::== 11 WAlER EXTENSION f'AOAl..E I '" C,T[ --~ i SCALE. 1 •• 20 · I 13:$ ........ I ~,.._._ I I ""''en CAIC~ rLAN ANU M1Ut1Lc -.... ·- AOOEHOUM!2 WI LEDICltE -V>J..1.E'( M:OICAL CENTER NORTH QARACE EXP~ 400 SOUTH 43rd STREET ~-,I 1 .-;::.~. I I-®· I ® ~ll~Tg~ -'""' ..__.,.._,. Plonni~/&,llofr19/P1,blic: Work• Dept. I I I -I ·-"-I -I I ARlmtJ WAQl-lltJnTI',.,., .. ,, .... I i I 2 ~ ~ ~~ 1'•20' ~ : '1~ ElCIITN3 ILI..ONCI I WATER EXTENSION PLAN AND PROFILE FOR UW MEDICINE -VALLEY MEDICAL CENTER NORTH GARAGE EXPANSION \/ ~',._~ -~ .. ··1-· lf "'_''''''" w. D, li -" __ .,-_··-l-- -.,. S"IA: o-+22.a1 r-=_ ·r- "a»M:CT 10 O:IS'TING •ru WAIN "J t PERSl1).PI.ANJ00.1 / SEESHE£TW5 1-12"..S"TEE{W.,.Fl.) 1-rGATE VALVE (FlAI.I) ...,, COIOET! kO()OtC; ............ / WATER EXTENSION PL.AN l j • . ' \-" • lrlEWSSCO t I ' • 1 ~ + lll=I..'-~ \ ,~~~'-"-"-'-'-',)l;a .. fit:~ ... ,· ss ~·;·· _ r _-IL ,/ ,, .: .... ~r / . / I· . 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BENDS r WATER NOTES AND DETAILS FOR UW MEDICINE -VALLEY MEDICAL CENTER NORTH GARAGE EXPANSION th-...... ,..... ·-·"· t t'. ······ x .... 1 f Ht=-:11-f· .. , .... *, ·. ~~·,5'··:;.~ .. ,,,.~.--.. r-, ... _ ........ +··"-·""'" i 1'"~~''"'""'·-,---,- t! "'" '"" - ,.a,.=·-~ DU'AlmlD<T CONNl.CIION row ... TlcHMAIN CUT IN·llNI; TiiE t, TI-IREI; VAL.VE!;! I ......... -. ,,"'7 ' i .;i I ,,:,II>«,', • ..'l"-'Ll•l,>.t ;., ~vi u,~tu .. J 1<..>..•", T';Tl1' ,.:""TJ.oi l r.j I ,,,. .. \M •l,tH ,_ · , 1~J l•~ ··=3 ,,, _ _.,' ~ ---- Pl!ilUC l'OIU.S CONNECTION TO WATER MAIN e l>U'.umAD'T Ut1Sfl..0TEE~li't0l1NCCAP f £#~· :-£~~4r;,2~~,z~~\~_":~ ... : ~~t:~:r:.-~IT~:~1~3i&if.:.~· "-"" ,..,.. ... ..,.,.,.,. ·~1···f~· r-·,.·--·· " ~c ' : '1£,~~~:""" ~ .:.:::::;;-:;;:::·;:::. !',~"'u,,.,.,.,..,,.,,......, .L ;·.z::"'~ .!"'':.':, ::..~.~~ -....... 0,.-.- -.,,, ........... "-'-'""'· •..-.o.o;oo;o,,o.,_ """ .. ~ ' ... ,._ ""'"''"""'"' I -,·--_-•, ,..,,,. •• _,,_,""' ,,; --~ ,_,,. .... _,, ...... 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APPl.lCATIOHS YUST BE COMPI..CT[O 8Y A RECIStCREO I.AHO SI..IN£YOR. APFU:ATIONS FOR PERMITS TO RCMOYE IIONUMENTS li'AY 8E 08T~O FROM TH[ WASHl<IGTOH STATE OEPARllol£NT Of ~IURAI. IICSOUACES. OR 8Y CONT.IIICTINC MIR omcr 8Y TCLEPHONE AT (206) 902-1190. ~TON STAT[ DEPARTMENT Of lilTUAAL RESOURCES PUIP.X UHO SURVEY orncr 1111 WASHINGTON STRCET S.E PO. BOX 47060 Ol.Yl,IPl,A. WASHINCTON 98504-7060 uPON COW'LETION Of" CONSTRUCTIC»I. AU. ~IHS DISPlACt:O, RCMIM:O, OR 0ESTROYEO SIW.L 11£ REPI..ACED 8T A REGIST[RCD INCi Sl,IMYOR, Al TH[ CC61 N«l AT THC OIR£CTION Of THC CONTRN:TOR. P\.RSUIINT TO lMCSC RECUI.AllONS. THC APPROPRIATE FORYS FOR REPI.AC(M[NI Of SAi) WCNJUENTATION SHAll ALSO BC THE RESPONS8UTY Of THC CONlltACTOR I COVER SHEET FOR UW MEDICINE -VAU,EY MEDICAL CENTER '- I' .i. l \'-1' ,, t-'; ( \e ( MEDICAL OFFICE BUILDING EXPANSION irl·~T~--- t· 1•1: ~ :{_ : , I: ,j1 ",.· --, I 1··:_ ·\_ • I '.\ ·,p,~-J~11•·• /, ~ ,1/ <r .~'~,:~~,1-_,, dr-; • lj ,i/' .~- '!' . I ( -~-~- 'if/// EXJSTM; IIUWNC EXISTING '""""""""' ,,;;:;:;..;:......,-j-11;E'"M"-'a~1 NO. It ,II ~ OCSIGtt DEVELOPMENT ISSU(Oi-oii~-- PROGRE_S~ ~----__ REVISION '-- ZTW 't2/0!i/16: AS --zrw~AS- wov 10/10/161 AS a -,--------- BY DATE : APPR ., ~ D ~,,-~ ® ,p <!' t ~ VICINITY MAP HQFIZQ([AL, QATW NAO 1963/91 -AS P80Vl0£0 8Y CITY OF" RENTON SURVEY CONTROL NETWORK MFERCNCE V~U£S W£MC ACOUIRED AND MONUlolENTS WC.RC VISITED IN AUGUST, 200.l. R£FERENCE CONTROL POINTS ARE AS FOLLOWS; 1227 LOCATION: rOVHo A 3/8" BRASS Pl.UC IN 10· MONUMENT C\SE AT A PC ON TALBOT AOAO SOUTH IN THE ltHERSECTION or TAl60T ROAD SOUTH 4N() SOUTH 45TH Pl.AC[. THERE IS A Sll,IILAR MOHUM[NT SOUTH 24" EAST 11,4 rtET. MONUMENT: 3/8 IN BRASS Pt.UC IN MONUMENT CASC NORTHING: 163,1550641 EASTING: 1,298,978.216 "'" LOCATION: F'OUNO 10" MONUMENT GAS[ Al THE INTERSECTION or SOUTHWE:ST 43RO STREET AHO TALSOT ROAO SOlJTH APPROXIMAT(LY 10' NORTH Of ANOTHER MONUl,i[NT CASE AT TH[ PC OF A CURVE ON TALSOT ROA() SOUTH MONUMENT· MOM.IMCNT CAS( NORTHING. 163.9~.1484 EASTING. 1,299,050.2IW!I YEffllCAL. QAJ\M No\W 19815 -AS PROYIOEO BY CITY Of RO .. TON SUAV£'f CONTROL NCTWORK. A(r[ACNCE VAlUCS WCAC ACOUIREO AHO MONINENTS WEAC VISITED IN 41.JCUST. 200l A(f'EA[NC[ CONTROL POINT US(O· 1892 LOCATION· OOT BRASS OISI< SURVEY MARK SET IN A 10" CMM[T[R CONCRETE MONUMEtd LOCATED AT TH[ ORILLIA 1NTERCHANG£ EAST Of THE SOUTHWEST 4.]RI) STREET SR 167 UNOEACAOSSING. ABOuT HAI.FVt'AY TO THE INT[RSECTION WITH A TRAFFIC LIGHT CONTROLUNG FREEWAY orr ANO ON AAMP TRAFFIC. MONUMfNT. WSOOT BRASS DISC IN CONCRETE LOCATED SELY Of SOUTHWEST ORO STREET 0\/EAPASS Of' SA 167 NORTHING. 1153.921.!,S EASTING: 1.798.126 31 ELEVATION M 97 (Sf[ OAAWING rOR BENCHI.IARfCS SET FOR SIT£ US£). llJl,JTYfflCl«JEM 5.AHJTARY SEWERS. STORM OftAINAG[, WATER CITY Of RENTON OE\IELOPU(NT S{RVIC[S 10!6 SOUTH GRADY WAY AOITON. WA 980!>5 (42S) 4l0-7200 POWER AHO MA.TURAL GAS PUGET SOUND ENERGY 4 11 1 08TH A'ICHU[ N[ PO BOX 97034 BELLEW£. WA 98009 (42S)4~-6.36J FAX: (425) 462-3300 T[UPHOM[ OWEST LOA GROUP PO BOX 62500 1 UTIUTON. CO 80162 (800) S26-3SS7 llEBCIF'lkfi LOTS I THROUGH 10 Of' VAi.UY MEDICAL CENTER NORTH CAMPUS BINOING SITE F't..AN, AECOR0£0 ... VOI..Ul,I( 166 AT PAG£S 89 THROllGH 93. INCLUSIVE .... KING COUNTY, WASHINGTON. CITY OF RENTON A-NNNNNNN CITY OF RENTON DEPARTMENT OF PUBLIC WORKS Plonning/Building/Public Wo.-ks Dept. iE ~ ~ ~ z ~ ~~~~ ~~9~ ~t:n~ 'fl--~~ ~~~~ d ~= c!z !!;I !,/~ .. ;; 1; ~~ t. ~~·o,,,, ,fb~··· ..., " ~ ,1,, " % :1 : ~ ! iS,,li,,,; \ -~.., ... 8 ,co,._• w Cl 0 (.) w ...I u::: X X X X DEMOLITION PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER MEDICAL OFFICE BUILDING EXPANSION , ' ' I 'lj-=l'I'), ~~W 1 't~~ ~~' 18 ·, I' "• I I [I-' ·.""' ·-·~--0-"$..~"-'1 '-,. t1"' t 1 • 1., ~ 1ii' I t ' -' ,, " ' . '"'·•~, J \ 1 ~ 1 " '< I 1 • t-l -,, .... , ::.:; ' ·-t .,.:\/'. ·--> . HttqaL·" ,_·1tiu1lJ''"'''""li' '"""""'·"'-~" i' ·"1'· :--,._:•,.,,_ ' """·;w'' ,.-,Yt_...-" 11 t "~ I• I'.' ~~"':'~>~'"""·(·· :.>--·r:1· -"'~)'),~ ,·_ ' ~i:1 I ~:":":--,S,_,' ", ,,,, "' '-'---=a--., , "-:, ';~:.:'.~ ··~'1:"<;:-:-z~ -·-c-r-t~---·--------L-.·J -~,, i, _,,., :'.:~;i" -~;:-:-- ':, '"<'/··t.:)';;. ~"::·J -...,:':;,:.,;, I ... A' ""' --, . :'' ; ,. 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' -,. . / , . / ' / ,,.~--- I I I ,. , ~ ® CITY OF RENTON P1onning/Building/Public Works Dept © ~~~~x1~~RE T[~~ MH, VAULTS di: UNES CAP ANO MARI< (J) :~~[ix:~~~~RE~~A~g ~~Es.TO BE RELOCATE:O ANO @ REMOV£ EICISTING FENCES, CATES, ANO BOLL.ARDS AND DISPOSC Of OfFSITE © RUIC1vt: EXISTING CONCRETE Sl0£WAU( AND ALL ASSOCIAT[D STAIRS ANO HNIC>RAILS ANO DISPOSE Of OffSffE @ REMOVE EXISTING SIGN ANO 01SPOSE Of OffSITE @ REMOVE EXISTING L.ANOSO.PE ANO OISPOSE Of Of'f'SITE. @ RUIOVE EXISTING TREE @ REWOVE EXISTING WAU AND DISPOSE OF OFrSITE A-NNNNNNN ~ 5 ~ z ~ '$~NN ii~~ ~~:;:;:;:; ~ .... -~~ NZNN ~~.!,.!, i~ zi)j ~~ ~1 h ! ii ~"''""•· ::,~t>J·~~ 'IC ! ,, \ :t . • 01$, / ... e. co'I--•,)" CITY OF RENTON DEPARTMENT OF PUBLIC WOAKB IJW MEDICN: -VAL!.EY ~AL CENTER ~AL OFFICE ElUl.DING EXPANSION 400 80VT1-t 43rd STREET RENTON, WASHNGTON 98055 w 0 0 () w ...I u:: X X X X TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN /,I I / I --:.·-....,, f I I l // /1i l) ? 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I . ., I ··.1.1. / , / / /i j I I . t / r A-NNNNNNN CfTY OF RENTON DEPARTMENT OF ~BL.IC WOAK8 § 'i t ~ 3 ~~ ~ ~ N N -~ ~ ~ ey ~ i~ ~i:n:n fg ~ ~-2'~ .... ~ ~~ ~ ~ ~~ ~!.::--Vlll ~\ 1-----------------1 ~ ' : '\ l .. /''\'"' ... ~ ...... ~ ® CITY OF RENTON Plonning/Building/Public Works Dept. ...... \;,co"'<o~" UW MEDICH: -VAUJ:Y MEDICAL CENT8'I MEDICAL OFFICE ElUl.DINO EXPANSION 400 SOUTH 43rd STFEET RENTON. WMHIIGTON 98055 '~1/2016 AI-ININININIAIAI w Cl 0 (.) w ..J u:: X X X X r ---I I ,- \ ' './ I ' I T I REP\.ACE ',[ktSTINC I SJ(RI ORMWl£ \ ' ~ NECOEO fOR \ 16TM.1.AJION OF -- '\/;. ~-:A~ ;1[ ___ I~ j \ , -- I' I I ' :1 --. ,--------,....-, .... I GRADING AND STORM DRAINAGE PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER 20•fU3'x7~· Q[EP 1;-_.i: W~SSU. [la'.': 7'Hi. L_,._, l'ROPOIE) loEllCAI. OR'ICE IIU.lllG -_f¥-IR!JJ, OESICN DEVELOPUENT ~(or0A-REVt£W --~~s~ _S£T ------ NO. l R(VJSION NEW CS 13 TYPE 2-54• IE • •86.'.f4 (JO. S) I[ • 86. 74 (JO• N) ""'a:! Lz:-~12/0';j/1,: AS -. !: -:~~:~ -~-I JlP I "' ® ® (;~_¥,,, \ \:..;~ CITY OF RENTON P1onning/Building/Public Wort<s Dept ~ " .. ~. ~~·:-, ' '\\ ·\-.,. ~S \\' 'f'. \ '. ~ 1 _, A-NNNNNNN CITY OF RENTON DEPARTMENT OF P'UBLIC WC>AKS ~o ~ ~ ~ ~NNN :~~~ za> I I ~i:n:n ~f---~~ NZC",l[',j ~~~~ -~ I: og !, -~ h lo :i ~al °'~~·""·•.,, ..:, t ~ '•/ i X ... : ~ .! ""e .co'1'-• UW MEDICH: -VAUEY MEDICAL CENTER MEDICAL OFRCE EIULOINQ EXPANSION 400 SOUTH 43rd smEET FENTON. WASHNGTON 98055 w Cl 0 (.) w ....I u:: X X X X ,I I \ i "-l+ I -.. _,,r" --I ,/"II l ! I' I WATER AND SANl~ARY SEWER PLAN l·.,• L UW MEDICIN!,1~~~!!,!'f!Ei!~AL CENTER -.. <_;.·_._·.· '------J' . l~-·i' ,. j ' ' ' ' . ,. '' ':. ~µ,~ ~ --,, I'{· le. '!, cl;. j cl;. d' e, ~ e, e.]; e,1 e.C i e, 1.LJ I -yo ' ' ' ~ ••. ,w-. ,' YAal: ' ,' I :~ . ~i--J/,,,,~:.:.. i----------·+;,.....,, ,,..J...,,,,~ ,,.,.,,,,., ·,,..,., ____ ,_,;.:··--·- / ~ -iJ •11,1.11,r1,r11.rr.17_,r,-,,:.1,1.r-1,r11.,-1;r-,-,:1.Jl!1-1r,r. t~--~ ~. T·,+;I+:~·-~"""'':='"~"''""'~'' '""'' \ \ \ \ <rc,.-,,..;,---,i---'--, \ \ ' ' ' l\ ' \ l-8"•6"TEE(li.l,rL) 1-6"CATEYAL~{Fld,IJ) 10 Lf 6° 0.1. W 8°PLUG(1,1J) FIREH'l'OIWtTASSC*Y W/ COMC. 81.0CKN, ' U I . 1-,--.. jF-- \ C PROPOSED ISJICAL <A'1CE lllLONCl FF«O FF-97.2!1 ·• i ·=-'"--=•:i:r((;..-;;+;-;1+:.;1c..-1:,Uli8:';il..!:ltl::hE'J.'c'3ff..lil,J!il~~,m ,hF,illifoll,!!HI.Hll,l'''·i-, !faliliTEI -hl ''!lllI':Jr,'!l,Hf 1•i ~l·:Ji.c\.':>C"~c'"'."_;;<I ------------------------__ ...,..,. aco• """" , ..... .,., IE• "'10.~ {8' N) ~/ 5 ,; Sl t. ~ ~ ~; ~ ~ ~ ~ ii~ ~<7'~ ~ !! -' ~ ~:;; :n ~d I ,('"\.~ ~.-'~~ wi '. 1 , , 11 L;'}\\\\\~1 . . \ A-NNNNNNN ~~~.~,.,t. .t;~~I ,, . :.-. 7. '· _\ •, ·/ \/.,1,,,: ' •, ·-_ :~_-,''.,:,:._! __ ~~-':~:-"_;:._~~~~~-~_=_~;,~-~;.~~-~~cc-~--:.:-c--:'t,~":.-;:.._c:,"_,7,;:,7c~,'-'~~,,,,~,\\ ';--: -.. ~-OF-~~--l~-· ···, ~~~::.,L2~~:::~~--}ii.!J;;-;.;/:J:.;:;;;i~·~,~~-·-,~,·-:·~ , , :' -~' \ \<&'% ==-___ ::__ \ ... . } T, ' · \ ,_,,--~ ___ 06.l'E ""'e',co•• --_. ) ~-~%-1~~~"' ~ ""'-" """ ..... ® CITY OF RENTON 10/31/2016 ~ 1 l_~ESS~_ NO. REVISION ;:~~~~ -I WOY _!~10/16- BY ® Plonning/Building/Public WOf"ks Dept. INi ~ -VALLEY MEDICAL CENTER MEDICAL OFFICE EU.DING EXPANSION 400 SOUTH 43rd STIEET FENTON, WASI-N:lTON 98055 -"C5' AHNINININIAIA w Cl 0 [.) Lil ..J u:: X X X X WAJBt UTI.JTY fC)TEB NC ftCECAJPII I AU.IORIIW.TVUI.SHAU.IICINCONrOAMNrlCCllft;TH(STANDMDSliNOSl'CCflCAllCIN$0FTl'IE CITY or A£NTON Pl.NdllJ,IC/Bl.ll.OING/PUBUC WORKS [)(PARft,l[NT ANO [H( LATEST EDITION or TH( WSOOT/IP'tlA STNCW!OS NC) SP(Clf"ICATIClNS, AS APPROYED N1D WOOll"ICO 8Y TH( CITY OF RENTON 1H Tl< AENTON STNrOliRO PUNS • SP(ClnCATIONS. ,. S(l or APPROYED PUHS SHAlL BE KEPT OH srrr AT AU. 11,1[5 DURING COHStllUCTION. 2. THE HOURS Of WORK IN THE STRCET RIGHT OF WAY SHAlL BC LMIT[O 10 8.30 ,,,. TO J:30 PU ON WC[KD,1,YS VNLCSS OTHCl!W!S£ APPROYEO IN Wfffl..C BT THE Pl.8..IC 'IOAl(S DEPARTMENT AT {425)430-7301. TH( POUcr OEPARTWENT, FIR[ D£PA1f1lol:NT, AHO 911 StW..l. BC MOTIF"l[t) 24 HOURS IN AIMK.E or ~ WORK IN TH[ AIGNT or WAY l. AU LOCATIONS Of EXISTIMG UTILITIES SHOflN AA£. APPfl()Xll,IA.T[ AlilO IT StW..l. BC lK CONTRACTORII R£sPOMSl81.IIY TO VERIFY THE TRUC ANO CORffECT LOCATION SO AS TC A\IOIO ONiYa: OR OISll.lREW«:( FOR UTUTY LOCATES CALL .a-HOUR LOCATORS 800-424-~!i •. N; APPROYEO TfW"OC CONTROi. Pl.AH IS REOUIRCD TO BE sueumrn ,., THE ~-CONSTRUCTION "'"'" 5. D,l,TUM FOR VERTICAL CONTROi. SHALL BC NORTH N,l[RICAN VERTICN. D,l,TUW 1988 M£TERS, ANO FOR HORIZONl.ll CONTJIOL SHAU BE NORTH AUCINCAN D,l,T\.1,1 1983/1991 KTERS UNLESS OTHERWISf APPROYEO BY fHE CIT'!' OF RENTOtrl PU8UC WORICS OCPARTWENT REFERENCE El[MCHUARI( AND ELCVATIONS AR( NOTED ON Tt£ Pl.N6 6. ALL WATERli!Mt PIPE IS TO BE CCWCNT LIMED OUCTU'. 1AON PIPE CONr~ TO NINIA CIIO ANO C:111 OR LAT[ST RCVISIOM. THCl(MCSS Cl.ASS 52. CUilENT WOA1AR LltaolC AND SEAi. COATING SHALL CONf"OAM TO A'IIWA C:104 OR LATEST REYISIOl't PP£ JOINT'S 10 EiC PUSH-ON OR t,l[CHAHICAL joint BCOOIMG TO BE Ct.ASS C .-U OUCTll( IRON PPE AhO F11TlolCS .......,,_l BC POlY£1HYL[)I[ WRAPPED PER J.NSJ/AWWA C10!:i/A21.5-9J STANONIOS. 1. 001 IRON NiO OUCTU IRON FITllNCS SHAU. BE CEMENT UNCD. PRCSSUR[ RATED AS ~mo OH Pl.ANS. AhO IN N:CORONC£ WITH N6l/MMA C110/A21.1D-87, C[M(Nf lNMG SWil BC 1H ACCORCWICE WITH N&/NIMA C1CM/421/4-90. If" FITTINGS A.RE J TO 12 INCHES 1H Ol,l,MET(R 1H) HAVC MECHANICAL JOINTS, THE FFTTINCS SHALL WACCOROliNC[ WITH EITHER IHSI/NllflA C110-A2110-87 OR /IIC'Sl/AlllflA Cl"/A.21.!,]-94. THREE (J) INCH TO 12 INCH DIAMETER FITTN;S. 'MtOi HAV[ MECtWrllCAI.. JOINTS N«J/OR HANCED JOINTS. SWrl.L BE 1H ACCORDANCE WITH N49/#IIWA C110/A2U0.87 OR A caau,ll()N OF" N6l/NllflA CII0/"21.10.87 AhO ~/AWflA Cl"/A.21 !,J-94 SUCH THAT TH( PORTlOH Of Tit( FITTING 'MTH A Iii[~ JCNNT(S) l,U,T BE WITH "'61/,,..,. C1!,J/A21.5l-lM AhO THAI PORTION Of Tit( rtTTINC llfl'rtt HNIGEO JOINT(S) SHALL BE IN ACCOAONtC( 'MTH ,.,,.,. C110/A.21 10-87 .lriCCEPT#tCE T(STINC IN ACCOROAHCC WITH SECTION 5J.5J Of NfSl/AWWA SECT~ 10-4 J ~ "'6l/NllflA C110/A21.10-87 SKALL BE 08TNMED 8Y THE CONTIW:TOR AhO t1W6111TTEO TO TH[ OWNER. 8 GATE VALVES SHALL BE IRON BODY, IIRONZEO-Ml'.JUNT(D, OOUll.E Dl5C '111TH EIRONlE -~ DEVICE ANO 0-RH: STl.FFING 801 (AWIIIA C500) OR Of RCSILICNT S[Al(D TYPE (AWWA C509) UTIUTYSPEClflCATIONS VALYCS SHAU. BE OCSIGNEO FOR A t,~ WAT[R OPCRATING PRCSSURE OF" 200 PSI GAT[ VALYCS SHAU. BC CLOW UST 14. IAJEUER COlilPANY NO A.2380 OR t, I: H. 9 FWI£ tfftlR#ITT StW.L BC CORET TYPE (OPE.....C 'MTH THE PRE~) OR COl,IPR[SSOI TYPC (OPE~ K.At6T PRESSURE) CONFCIAWWC TO Nl#IA C-502-85 '#ITH A 6 INCH MECH#ICAL JCNNT INLET ANO A t,IA,l'4 VAI.YC OPCNINC (W.110) Of 5•1/4 ..CH. TWO 2-1/2 INCH HOSE NOZZLES WITH *'IOMAI. STNICWIO IHR(AOS 7-1/2 THREADS PER NCH AhO ()t( 4 INCH Pl.l,IP[R NOZZlE WITH THE NEW S(ATTl.£ PATlERt,4 6 THREADS PER INCH. 60 DCCRECS V THFIEAOS: OUTSICIC DIAMET(ROF"w.L(THA004875.-HQIIOOTDW,1£TER4626J~SH,1,i.LHAVEAl-1/4 IHCH PENTN;;ON OPERATING NUT OPCNEO BY TURNHC COUNT[R CLOO<WIS( (LEnJ. 10. THE TWO 2-1/2 INCH HOSE NOZZLES SHALL BC FITT£0 WITH CAST IRON THAEADCO CAPS WITH OPERATING NUT Of THE SMIIE D(SIGN NiO PROPORTIONS AS TH[ HY[)ltlHT SlEM NUT. CAPS SHALL BE FITTED '111TH SUITAIILE NEOPRENE GASKETS FOR POSITIVE '#ATER TIGHTNESS UNDER lCST PRES~S I 1. THE 4 INCH PUl,IPER NOZZU StW.L 8E flTlEO WITH A STORZ M»f'T[R, 4 INCH S[ATILE THREA0 l 5 INCH STORZ. STo,12 Al)U'l[R SHALL BC FOAGEO ANO/OR EXmuoED 6061-16 ALUMINUM .-UOT, HNmCOAT ANCOZEO MICADCD ENO PORT10N SHALL ~VC NO LUGS AHJ TWO SET SCJIEWS 180 DEGREES N'MT STORZ FACE TO BC t,fTAI., NO GASKET TO WEATHER. STORZ CAP TO HAY£ SYNTHETIC MOLDED RU88ER \ASl((T, ANO SHAU. BC AOJ06> TO HYOIWIT AIW'TER WITH 1/8 IMCH, COATCO,STAM.CSSSTCEL.AIRCIWTCAIIU.. 12. FIRE HYORAHTS SHALL BC PAINTEO 'MTH TWO COlTS Of PNHT. PRCSERVATNE PAINT NUMB[R 0• 655 WETY YELLOW OR N'PAOVEO EOUAI.. IJ. PIJMPCRCONt«:CTl()NTOFACERQADIIIAYASS£"8.Y. 14. FWI£ HYDRANTS SHALL BC INSTALLED PER orr or R(NTON STANDARD DETAIL FOR FlllE tf"t'OiRANTS, L.AltSTR£VISION. 15. ALL .,.TEAW,INS 10 INCHES N<10 sw.LLER TO WAINTAIN A t,INt,IUII COVER or l6 INCHES BCLOlfll FINISH CRAOE. ALL WAT(RWJN 12 INCHES ANO LARGER SHAU. BE AT A....._.. Of 48 NCHES BCLOlfll FINISH CRAOE WHERE UTUTY CONFLICTS OCCUR, WAT£RlilAINS ARE TO BC LOWEREO TO Cl.EAR. 16. ALL WAlEIIMAIHS 6 INCHES At() LARCER 1\1 DIAM(l[R SH.lU. BE Q.EANED WITH PIPE CLEANING 'PIGS. PRIOR TO DISlffl:CTION. TH[ 1"0L.T PIGS" SHAU. BE GIRARD H)USTRl(S AOtJA SWM:1-AS OR APPR(MD EOUAI., 2 LB/CU. n. DCNSITT row WITH~ OUROIIIETER URETIWtE RUBBER CCl,\TING OH THE R£JrR Of "PIC' ONLY. 0. 'PIGS. SHALL BE CTl.frilDER StW'fD 'MlH Ek.UET NOSE OR SOUAAE Elill TH£ COHTIW:TOR Will PCRf"ORlit TH£ CtENMG OPCRATll'.lN. 18. AU WATCRIWNS At() SERI/ICES 51-W.L BC PRESSURE TESTED TO A ........ Of 200 PSI OR 150 PSI <M:ROPERATING PRESSUR£. NACC()R{WIC[ WITH TH[ SPE0f1CATIONS0f THE OTT Of RENTOH N<IO THE WASHINGTOH STATE HEALTH OEPARTl,l[NT. All PRESSURE TESTING :iW.l BC DONE 1\1 THC PRESENCE Of A RCPRESENTATIVE Of THE CITY Of RENTON. THE QUANTITY Of WATER LOST f'ROlil THE lr,IAIJrl SHALL NOT ElCEEO THC NU"8ER Of ~LONS PER HOUR AS UST!:O 1\1 CITY Of RENTON UTUTY SPEcn:ATIONS SIN<IOlRO Pl,lrHS I: sPECFICATIONS 7-11 J(11). THE LOSS 1H PffCSSURC SHALL NOT EXCEED 5 PSI DURING THE 2 HOUR TEST PEIIIOO 19. ALL .,.l[RM,lrlNS /II«) SERVCES SHALL BC llilSINF(CfEO 8Y THE klECTION OF A 50 PPt,I (liltllitUlil CONC(NlRATION) Ot..ORlif:jWAJ{R SO.UTION. ORY UlOL.11,1 H'IPOCH.Olffl( SHALL NOT BE PlJcrO IN THE PPE AS LM>. Clil.ORl'IE SHAl.l. BC lr,l[l£R£0/INJCC1EO 1\1 .lrCCORll,lrHCE WITH SECTION 7- 11.]{12}[ OR 7-11 J(l2)r or THE SlANOARO SP(cn:ATONS RCrt:RENCUl A8CNC. 20. A PR[-CONSTAUCTION CONFERClolCE IS REOUIIED PR10A TO AHY CONSTJNJCTION A .......... or rNE (5) WORKING ~YS NOTICE IS RCOUfl£D fOR SCHCOI.UNG 21 T*ENTY-HlUR {24) HOURS NOTICE WILL BE REQUIRED PRIOA TO STARTING NEW CONSTJNJCTlOtt CONSTRUCTION NOTES AND DETAILS FOR UW MEDICINE -VALLEY MEDICAL CENTER MEDICAL OFFICE BUILDING EXPANSION BANT'Affl SEWER NO'JEI N«> ftCFICAJINI ~cir~= ANO WOAt: ,,..ucRW. 9WJ. BE IN CONF"ORIWCE wm; THC S1.lrf(WIOS .IINO or JH( CITY or A(lr(f(IN PVrfNJtC./llJUWtG/1'\8.C WOflK'S DCPMTMCNT ANO THC LATtST WltON orJH(WSOOT/APIIASTAJCWIOS.IINOsPCClf"ICATOIS.ASAPPtlO,€D.IINOltlODlr'lD8VJH( CITY Of RENTON 1\111'1: ll[)(ION Sf.lMl,l,RO PLANS. SPECtf"ICATICICS. A SET or Al'Pll(Ml) P\.AN5 StWl.BEKCPTONYl[ATAU.TIIICSllURl«.CONSTRuCTIOk. 2 THEHOORSorWOf!K1NJH(STll(ETIIOffor•,SH,1UEP(RC1TYSPECtf"ICAIIOMSON WEEKCIA"fS UNLESS OTHCR'IIISE .lil'l'ACMD t+ WIIITIMG 8V THE PLANNl«./IIUILDN./PUllUC WOflK'S OEPMTlilOIT AN Al'fl1IOe(D UWO: CDNTJN)L P\.#1 WST 11£ 08TMl£0 PRIOR TO BC~ Ml WORll •n. 1'18.CIIIGKTor•v l. AU.lOCATIONSorEQSTN:;ur.,JIIESSHOWNARCN'PIIOxllilATEANOITSIW.LBElHE """"'""' RESPONSlllUTT 10 ',l(lltf"T THC TM.IC #f) COAR[CT LOCATION SO AS TO A\IOID DMilACE DR """"""'· 4. A PAC-CONSTIIUCltON C(H"[AEIICT ANO A 24 HOU! NOTICC SI-W.l 8[ RCOUIRCO Plll()R TO '""'"' NEW CONSTRUCTOI 1t SH,lti II[ TM( COtd'II.ICTOR'S IIICSPONSIIIUTT TO 5Ea.llC AU IIEC£SSARI' P(IUISPflDA10STNltNCCONSTII.JCOON. (INSPECTlONWUIE.tiC:C0lilPl&€08VA REP!iCSCNTATflo'C Of THE CITY or RCNION.) lT SH,IU II[ TH( CONTRACTDR's RCSPONSaJIT to JrlOTlfT JH( PU11UC WORKS tNSPCCTOR 24 HOURS IN "°'1.IINCC or ll,Jr(XflU,IC ALL CONSTIIUCTlON. ~TDR IS SOW.Y RESPONSIIILE FDR THE 1,1(#15, WETHOOS ANO SCCUENCtS Of .IINOfORTH£WETYOf"WOlll([RSANOOTHERSON1HCCONSTRUCTIONS1TE :O...rc~ StW.I. BE tH[ RESPONSelJTY Of THC CONTR.ICTOR TO OBTAIN STl!Ctr USC N..o Ntt0JH(R PEfllilTSPAIORTOMICONSTIIUCTOI 7. PLANS AflPIIIOl,l(O 81' JH( CITY Of RCIITON. PUIIUC WORKS OEPMTlll£NI StW.I. TAKE "'"""" CMIIALLOTHCRPLANS ~ ACOPI' or THESE APl"ll(MO PUNS wst BC ON IH(J08 S1TC WHl)€'o1)I CONSTRUCTION IS """'" t THCCc»ITIUCJORStW.I.PAOlo10ETM£CITYOfllCNION'lllfH.WAS-IULTOA-.cOfTHE '"'"'" SEVIER STSTEW. WHICH l¥S EICOI STM!PlD "'iD SICNEO 8V A. UC[N5£0 PIIOl'[SSIOHAI. [NGN[R ORUCENS€0PROf£SSIONALSUIM'IOR 10. IIACXl'U 5HALl. BE PIJiC[l) EOUIUY ON 80TH SO:S Of TH£ PIPE IN LATERS •TH A LOOS( .. "" O[PTHor6f+D€5.WAIIIMIIOEPTHOf8frlCHES.THOIIOUGHLYTNIIPINC.l'.ACHLAT[RT09!1 PCACOITorw.:a,I.Jl,IIICNSffT 1HES( COIIP.lrCTEDLATERSWST nm«lFORONE PIP£ ~ON 001SU OfTHC Pff OR TOWSIOEorTH( 1llOIOI W.TEIMLSTOCOMPUTE fUMRPffSH,IUll£THESMIEASOESCR&ll 11. OPEN C\Jl AOIIOOIOSSINGS fOR UTI.JTT 111ENCHES ON EIIISTINC nwcu:o ll()li[IIMAY SH,lti EiC lliCKFUED WITH CRU5l'£D 1110(),: ANO WlOw«:AU.Y COWACTEO ""-ESS 0TH(Ra5E Jff'ACMO Ill 12-0l<l\MfOR~CONTIIOLStW.I.IEIIORTHMo1£111CANYCl!h::AI.Ol<TWllll811(1£RS..IIND "" l<lAllOOALCONTROLStW..L.8£ MORTHM«IIICAN WW 198J/1991 111£TtASI.IC.[SSQlHERWl5( APf'flOYC08YJH(CJTYorRENTONPUII.ICWORKS0EP.llml(Nlll(f{IICNCCEICtCHIWIIANO ELEVATIONSARENOTEDONTHCPLANS. 1 J. ALL OISlUll9EO AIICAS 5HALl. EiC scroco ANO Ml.l.CHCO OR OTHCIIWISE STABUZEO 10 THC 5Al!Sf'AC110NOfTHCOEPMTlll:NTFORTHCPRC'o'OfflONOfON-SITEEROSIONN'TERTH£CCJIIPI.ETION "'"""""""' 14 JU Pff ANO APPURTEJrW«n StW..L BE LAID ON A PIIOPERLY PIICPMED F()t.N)l,TION IN ACCOIIOlflC[WIJH JH( SlNCWIOSANO sPEcirx:Al!CINSor TH( OTYOf"RDITTlN ~~ IIORl(S [l[PNml(frlT l#J !ME U.TEST [OITION Of M: WSOOT/APWA STMCWIOS.IINO SPECtf"CATIONS. AS M'Pll(MDAN() IIOOlfl[O 8'I' nt: CITY or A[NTON I\I TH£ RENTON ST.1Ml,1,RO PI..IIN5 &, SPECh:ATOIS. IMS 9WJ. INll.t.llC l«CCSSM'Y i.t,(tN;: or JH( lll(NC1180TTOt,ORIHETCPOFTHEro.JC:M.TION1,1AfERW.../ISWCU.ASPLACOIENT.IINO COIIHCTION or ll(QUAED IIEllOlt«: l,IAT[IML. TO UNtf"DRII GRAD[ so TH,U M: OITII( L(JrlCTH or THEPff-.U.11£SI..PPORT[00NA1Mtf"ORII..YOCNSE.LI\IT£l.llK.IIA5E PffBCDC»«.SH,IUIIE Pl'.AORAVEL61\1CHESMKMAHOIIELOWTHCPff. 1~. SAN'TMIYSEflCII Pl'EStW.I. IE POt.lWM.CHLORIOC (P\OC) RU88ER~ASTW OJOJ4. SOR n, OR OUCTlLE IRON Ct.ASS ~. UtUSS OTHCIIWISf. N'PIKMO BY THE WASTEWATE1t UTUTT 16.INUNU'AOl(DAIIEAS.i.w.tOl.£TOElTEN0 ........ 61NCHESAN0~121NCHES "1tHf. FlNISHEDGRADEORWST 111,..,,: .......W :Z-CIW,l(fERCONCR(T[ IIINGPQURCOATGRADC. IN/>-.(OMl(A. C()l,l(RWST'SLOP[ INAI.LlllRCCr.JMSTOW.TCH PIMNC. ... , .... -==;;;;i;;;:;;=i-, 1NSTALLS1CNPER C8C1129B.4 (WHllt) (BLUE) 12•,,,·SICN '""'"""''-'lf~·l[XT ACCORDING TO LOCAI..JURISOICTI- REOUIRD,l(I\ITS !i ' BQIQI camp, MJIEB I. IUORC/INfCONSTRU::TIONOR Df'l(L()PIIICNT ACTMTYOCCVRS. APIICCOICSTIIUC1lON =-OE~~~\IIITHTHECITYOfREIITON.1'18.C 2. ALLUri111SorCUA11tNOANOAREASor>A:CCTAIIONPAE5EIIYATICINASPA[SCAIBE00NIH( ""''' Slllll. ll: CUNILY IU(,G[O IN THE FICLD ANO OBSCIIVEO llURI\IG CONSTRUCTION J. ALL R(Ql#ICO S[DU;frlTATOl/[ROSION CON1110L rACUKS WST BE CONSTII\JCICD ANO IN '"'"""' :::-TO LANO CLCMI\IG .IINO/OR CONSTRUCTICIH TO ENSURC THAT SECMNT UOCN WATER OO(S [NT[R IHC NAluR,1,1. llR,\IW;C SYSTCM. JU EROSION AND SEOM:NT r.iouocs StW.L II[ Wi111Mt£01N A SATISFACTOIIY COICIITION UNTL SIJC)l l!U( TH,l,I CLCMI\IG.IINO/ORCONSTRUCIION IS CCM'L.[T[AN0POTDITW.f0RON-SllECIIOSIONl¥SPASSE0.JH(......a.ENfAIION. IMl\ln:N.IINCC.lllCPUCEIIIEIIT.IINOMlOITIOHSTOEROSIDll/'S[lll,l[NTATIONCONTRO..STSTOISSIW.I. l(JH£RCsPONSIIIUTYOf"lt£PlllYlE( 4. THC(ROSIONANOSCDM'.NTATICINCONlllOI.S'Y'STEIISl)[P(:1£00NlltlSOR,-:;.AIIEl'llCIClEO " 11£ ....... ll[QUROIENIS TO t,l[[J ANTICIPATED S1TC CONDITIONS. AS CONSlRUCTION PIIO(;ll£S5[5 MD UNEXPCCJCO OR st"50NAl. COIOllONS DICTATC, THE P£RYltE $1-w.L l••ITICIP,\f( THAI WOii[ EROSION .11NO SCl*ENTAIION CONTIIOL r.lQJIIES WU IE l«CCSSARY 10 El&IIE COIIPI.Elt:Sl.TAllONCONTJIOlONTHCPROPOSroSITE.OUIIINGTHCCOURSCOfCONSTIIUCllON.1T StWl.lETHEOliUGAJIONANORCsPONSIIIUTYOfJH(P[Rl,IT[[lOMXlll[SSNffNEWCONOlllONS THAT W.Y ll( CAEATEO 8Y JH( ACTMTIE'S MD TO Pfl(M)l AOOITK>HAL FACILITIES. <MR .IINO "8CM tiaMMREOl#IOl[frlTS,ASl,IAlll:NCCOEO,TOPAOTECTMl,.W:CNIPllOPCRTICSIH)WAfEII OUN.RT or THC ll[C[r.N; OIi-...:;( STSTEW '-~ or THIS P\.#115 FOR EROSION/S[DlillNTAhlN CONTROl o«.Y lT DOCS NOT CONSnfUT[.flN Af'f'll(lWI..OfSlORt,ORAll«.EOESIQI.SIZC'IOIILOCATIONorPIP£S.ll[Sfl!IClOR5,~5.0R REIENTICIN rn.rrn 6. OURf+G1"[l!U(P(IIIOOorocTc&:llhrTHROUCH ...... ,0..,ALLPAOJECTOISTll8JT[0SOIL ""' r.RCATERT~5.000SOUNICrt:£T,THATAACTOBCL£flutl-WORl<£tlfORWOIIETtWrll2HOURS. SIW.l ll( C<M~SVlilJLOI.SOOOINCDRF'LASTl: COVEAIHC. 7 INNff#lf0,9«:Ml¥Sll(ENSTRtPPEOorVECCTATIONIHJWH[R(JrlOf'URTHER'MRIIS NmOPA.TED FOIi A PlRIOO lO MYS OR MORE. ALL DIS1Ull8C0 AA(AS IIUST II[ IIM:D1Al£LY STMIU2Dl lffl1 lilll.C*IG. GRASS PlNITING OR OTHCII Jff'ACMO CROStON CON1IIOl TRCATW£NT APPUC>8l[ TO lW( lll,I[ Of l'Dlt. CRASS SEEDING AL.ONE KL ll( .IICCO'TMI.E Otl.Y 1)1,,a«; JH( li«lNlHS or AflM. THROUCH SCPTO&R, INll.USM: SCEC*C w., PROCEEO, ~. WH(t€',€JllT !SIN TH[SfTCAESlor TM( POll,ltll.a,JWSTII[ lll.QICN1Ullffl11ikl.Cl9NC . N£TTN.DR01H£RtRCAMNTAPf>IIIOl,l(08VTHCOT'rf'.611[frlTON.OUTSICIETHESPECtf"0T-..C """· UTILITY SPECIFICATIONS I. rORALLCROSION/5[Dll[NTAllONCON1110lPCI\IOSl'HCA[IH(CICADSlORK.COEPTtltlCCEOS . INCHES, A FENCC 15 11£QUIREO '111TH A....._.. tO.HT Of MICE (J) fEtr. l:1 SIDE SL.OPES. I. AT[lilPORARYCRAYCI.CONSTRUCf'ION[NTILl,l,iC[.24ftETX!IOfEETXBINCHlSOf•T06 ""' =..i:~~ IE LOCATEO AT ALL P<»IIS Of YEICUI.AR N'..IIESS .IINO [CA(SS 10 THE NOT EXCEED~ MAXIMUM SLOP£ IN ANT OIR£CTll)N SHAI..L r:r~~.,,.~-i d \.:.m..ai, STIOP((T,P) ,..,,..~-- STENCILED SICH i (DETAIL JS) ,l ·/ "I '#HTEPAINTf"IGLIR[ ""' '°"""''"' "-"' '""""""' WHllC BORO(R PAVEMENT lNTERNATIONAL SYIIBOL OF ACCESS18UTY NOTES: A. sYlolBOL TO 11£ CENTEACO ON 'IIIIOTH Ot PARICINC SIM.I.. 8. BOTIOM Of SN8Dl TO BE LOCATED FLUSH WITH ACCESS ORIVE.CCfrfff:RCO ON PARKING SPACE C SYU80t. IS RCOUIREO 10 CONTRAST WITH ~GAOUNO. INTERNA TlONAL SYMBOL OF ACCESSIBLITY 6' ":::::-. ruH..Yll :,~ 2 il 21/2'~ ~TW0/38ARS ~ -... , .. ~10-MAX. 1r.NON-SHRINK I -----l:;I GROUT EL£YAllC!tL r 3:1 SAND AND CLEARANCE I ~ cpr.1ENT GROu (TYP) 1 DEPTH TWO #6 BARS ,. {O· ' 4" WIDE P ...... TEO STRIPES(TYP.) CONCRETE CURB STOP ATTA[HM[NT DETAIL ~ \<al ~ z ~ li~ !; cs; 22 IT SHALL BC THE CONTRACTOR'S RCSPONS8LITY TO SEC\JR£ ALI. IIEC[SSAR'I' PERIIITS ~ TO STMT..C ----""""-J m,~._.,. ~pt~~ ~~9~ !~ -~ ~! CONSTRUCTION 2J INSTM.LATION Of CORPORATE STOPS, '#AT[R SERw:ES. LINES ANO t,ET[RS SHAI.L NOT BC OONE utlTL AU SERI/IC£ IGACEMCNTS, lr,ICTER APPLICATIONS, CONSTRUCT~ PERl111TS, ANO PAYIICNT Of fEES ~vt:BEENIMOE.TOTHECITTOfRENTOH. 24. ALL CONNECTION TO EllSTINC l,l,l,INS rS TO BE ACCOlilPLJSHEO BY THE CITY OF RENTON, EXCEPT WET TAl'S, WtlCH l,IAT BC WA()[ BY APPAOYED *CT TAP CONTRACTORS WITH PIIIOR APPROVAi. FROl,I TH( PUe0: WORKS DCPARll,l[NT. ALL 1\1:CCSW't' EXCAVATION N«J l,IATERIALS N((. TO BC SUPPlJCD Err THE COHTRACTOR ANO BC OH-SITE PRIOR TO CITY NOTlf"ICATIONS. 25 INSPECTIONWILLBEACCQt,PUSH(D8YARCPRCSENTATIYEOfl141:CITYOfRCNTOH.ITS.W.lBE THC CONTRACTORS RESPONStBIUTY TO NOllfT OCVCLOPlilOfl SEJMCES ""*CNTY FOUR (24) HOURS .. AOVANC[ Of IW:Kf"IUJNC .-U CONSTRUCTION. TH[ COttTRACTOR, AS WC.LL AS THC ENClolEERS. SHN..l kEEPAS-BUILTORA'#WGS 26. COHTRACTOR TO PROVIDE PLUGS AhO Tt:MPCIRARY 81.0lfll-orF ASSU.IILJES FOR l£ST1NC Nil) PURITY ACCEPTANCEPRIORTOFlflAt.11(-.. 27. ALL JOINT RESTRAI\IT SYSTElilS (SHACKLE RODS. NUTS, BOLTS. ETC.) SHALL BC AS WH.lfACTUACO BY THE SIMI' IIWl()FACTURINC CT:Ml>AHY Of COLUMBUS Ot«l. OR EOUAI. . .l."PRCMD IN WRITING BY lHC PVBLIC'#ORIISDCPARTMENT 28 ASFWrll NiO CONCRCTE STl!£[1 PAWIG SKolt.l. BE SAWCUT TO A lltllilUM DEPTH Of TWO (2) ,nchft OI. WAT STRCETS WiT BC SPAOC CUT ALL SURFACE CQNCRET[, PAV[lr,l[NT, SIDEWALKS. CURB. GUTTERS, N«J ORl\o£WAY APl'AOliCHE:S StW.1. BE SAWCUT TO A lillNIMI..IM Dtf>TH Of TWO (2) IMCHES OR R(IIIOV[D TO AN (llSlM. EXPANSION JOINT 29. A l[t,IPORARY COLD WIX ASPHALT PATCH SHN..l BC PLACED OH Tl(. D,l,T OF HTlAI. ElCAVATION MIH A PCRMAHENT. SE.Al.£0 PATCH 10 BC PLACED. TO CITY Of RCNIOH POL.cY. WITHN 10 DAYS. CAl.l. FOR SU8GRADE IHSP£CTION ~ TO Pl.ACCll(Nl Of FIW. PATCH. • JO. FOR CITY PRO..(CTS SUCH AS T[LEt,(TRY CONDW, TH( P\C PPE IJSED SHALL BE All CHEWICAI. PROCESS l.HES SHALL BE SCH[OI..U 80 PVC PIPE. SCHEDULE 40 1H I.Nl,IPROYCO MICAS N<IO SCHEOUU:80P\OCPIP£UMJERIIIF'AOYEDAREA5 rtE•l8LE POST ON SHORT POU INSTAI.LAIIONS ZUt.lAR INDUSTRIES (800) 426-7927 OR 2"• Sl!EL POLE ON INSTAl.l.ATIOI\IS A80V( ~·-o· MARKING DETAIL (Acceeeible Parkng) ----r-------- ., j O(SICN DEVELOPMENT '. ~~ED ~~f RE"'.1£w_ -~~J~! NO. REVISION -9'-o· SllSlltl'lAN 7f" !f-0' (VAl<i) 5'-0"(CARJ ADA PARKING REOUIREMENTS A-NNNNNNN CrTY OF RENTON DEPARTMENT OF PUBLIC WORKS ~I:;;:;; ~,._.~~ ~~~~ ! ii ....~ ... ~··"", .. .::,Vv '\. ~ ' 'i .. :t ' ' ; s ~,$, .::• s """e ; co"'•~" : -~ ~n I ··~"'' =·, • .,..,. ® Cl TY OF a z,w ·,vos,,.· " ® ~ REN TON IJW MEDICtE -VALLEY MEDICAL CENTER i ~~: ~ -OATUt.4 MEDICAL OFFICE BULDf.jQ EXPANSION i ~__:,:_ __!Oj!0/16, AS Planning/Building/Public Works Dept. 40() 8()IJTH 43rd STfEET ~ ev DATE , APPf> RENTON, WASHNGTON 98055 w 0 0 (.) w ...J ii: X X X X i .. ~ . f--, "'; IIH!i~:· ·-iL·"' .... ·;..;.,· ...... >k":.i,.;,...~""' .. .., .... *'""""'"' , .. _, ~'"'"' "'" "'•I • ~ "' ii I, n i liiH ,.<--3,I!·="·' I ... .._ .. _ .. _~"."""''"'-"'"_~ .. ' -:;::: ~_;,,,.:-OC,"":,~ ........... ~ .. 'o.,_,.,: ... ~~ . '" : :_::: :, :':;';:7~:~ CONNf,CrlO .. TOW"TlcR....,HWITH T-TU&VAl-\llc s-R, I .ri, ,/? ,.... '"' i ---1Cl '.P.1 ' .. (j q,::a__, " -.... ·-···-•. --..... ~-~·-:·, .. 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TI '-f.!.=.-----,_,..~ EllVAOONVIEW INTEINA~ 811'1& O!SClOSUIU ............. ,,...,.._.,., .. ,.,,,.,,..,_,..,,...._, ....... , ..... ,. .. ,w;..-.,!c•;,,'>f"f=-<<R""'-""~ ~.,,_,,.,,..,.-._..,,...,,r <\<",i!/(('6(-"I! ... ,,..,,.,..,, .... -.-. ,.._..,......._ .... .:. ,.,.._.,.,.,. .. :;,,.-....-.:,r•..,, •. ..-,.:,,.,., • s. I -• ~ •. ~ ·- UFTENDlo'JEW NIGHTENDHEW ---- ,--- 1 DESICN DMLOPMCNT I ZTW 012/05/16. M-{aa "'".O t issufo FOR REVIEW ----ZTW ·111°'/16· -1 PROGRESS sir----------==-==== MDY :,01,0"/•"•.---i.srll-"-"----~----ll NO. ! REVISION BY ~ =~i''i~ ;:.r~l,;~; ® CITY OF RENTON 7;,• ,,::.:'::;it ;.r:~~r~'!i-;,/-:;;-~/~~l >-~L~~ ~;:,.;1 ~t:Si ~ ~,{~ r::;,"1,.,~!·~~s.~"'; ao,tL '-"' ''11. ~OP{ or r'* ~~,,. .. Nr '"'"'"'° wRr...::r 9,-, \ ' ·:_;;;g::tt".i:"~~cr-;;!< ,._;~~~~ I '"_fu t.o115l'ACr,~ 1~ ~---5,'TC<'O[• __ : ,_'_'::_ __ ~":'.'"'· ..... _'._1 ;:i?,.1!~-~~!:it:~ ~ ~ .. -_,,. ::,, 01 fR11 t)i!Oj""'(. ~-r ,..,_.,_,w n:r,,cruP£D = TYPICAL PEAV10US PAI/EMENT SECTION A-NNNNNNN CITY OF RENTON DEPARTMENT OF P"UBLK: WOAKB i 5 !I z ~ ~~NN :~~~ z ' ' ~: :;;:;; IO-~~ ~~~~ d ~; ~, h 11 g~ ~--_""'··~ .::> ~~ C' <' I i ~ ' : 0 ". l, .. e\·co•"~" Plonning/Builoing/Publ,c W0<ks Dept. UW MEDICIE -VALLEY MEDICAL CENTEA ~AL OR9CE l3Ul.DING EXPANSION 400 90UT1-t 43rd STREET FENTON, WASHNGTON 98055 AI-ININININ w D 0 0 w ~ u:: X X X X l ""°"°"'"""'\ (MIi VAULT l .. · ~ 24"DW,l(T[R WANHOI.CACCESS W/lYPE 2-~· IW'REL(TYP) 60" ,, .. Y IE•7r.86 ,,. VAULT SECTIONS FOR UW MEDICINE -VALLEY MEDICAL CENTER MEDICAL OFFICE BUILDING EXPANSION ---~[l~ --···-- 24"DIMIETCR MANHOLE ACC£SS W/m'[ 2-4a" IWHICL(TYP.) .,.. SECTION B-8 .,.. ~ ~ OOOS lOHCITl.OHolillY LML ~ PLANVEW -~TATIC W~ [L•7~ BOTTOl!I Qr WAU.S tl.•tU 1!,1' tE-77JJ 1[•75.67 70.5' J l "'~ ~'"""'"'~--~ ~ [ ,,.. :'2/0,/'6~ " !'.=~ - --2._ _ ISSUED FOR REVICW____ _--ZTW ·11/04/1{ _AS -~» 1 •-PffOGR[SS S(T ____ '!'DY ~~~/1,. AS ,..,.,, ---I NO. REVISION BY [)AT[ APPR ® !'l'•IO'IIEMOVABU:PNl:L 5',10' ACCESS GRATE ·. ··i r-- ~ -----::It-- 12· .. J IE•72.l!'I ~[ .. 4·.4· SUMP ® CITY OF RENTON Plonning/Building/Public Works Dept. ~ :~au!',or WAILS SECTION A-A A-NNNNNNN CllY OF RENTON DEPARTMENT OF PUBLIC WORKS ~ i ~ ~N ~ < "lN N ON<O ocoNr-,. zO'IIOCCI ~!~~ ~~~i d ~; ~1 h !I o.,~"'"",-.,, .::, \ 'Ill( I ti ~ X . . • \!) .l iS, ... 8 1 co••.:." UW MEDICH: -VALLEY MEDICAL CENTER MEDICAL OFFICE BUl..OING EXPANSION 400 SOUTH 43rd smEET RENTON. 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L.AR MONUlrilENT SOUTH 24" £AST 11 4 rUT MONUMENT: l/8 IN BRASS PLUG IN MONUMENT CASE NORTHINC 16.l,1~~0641 EASTING: 1,298,!178.216 "" LOCATION FOUND 10" MONUMENT CASE AT THE INTERSECTION OF SOUTHWEST 4JRO STREIT AHO TALBOT Re»,[) sourn AF'PROXIMllffiY 10' t-lOA™ Of mQTHER WONUM[NT CASE Al TME PC Of A CUIM: ON TALBOT ROAD SOUTH l,l(INUYENT. WONUMENT O&: t<tORTHIMG: 111.l,9~ 1"8• EASTING: 1,2911,050 266 't1!RJIC8..QA1\N MA'ltl 11188 -AS PffOlllDEO BY CllY OF RENTON SURVEY CONTROL N£TW01h( R[f£RE...CE VALUES WERE ACQUIRED AND MONUMENTS WERE VISITED IN AUGUST, 200.l. REFERENCE COtlTROL PONT IJSEO 1892 LOCATIOJ,I· OOT BRASS DISK SURVfT ~K SET IN A 10" DIAMETER CONCRETE WONUMENT LOCATEO AT THE ORIWII INTERC~ EAST Of THE SOUTHWEST 4JRD STREET SR 167 UNDE~ROSSlkG, A80Vf HAL.fWAY TO THE INTERSECTION wnH r.. TRAFTIC UCHT CONTROWNG fl!ff.WAT Off MID ON RAMP TIWFlC. MONUMENT. 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WA NIJO,I UWMedicine VALLEY MEDICAL CENTER NORTH GARAGE EXPANSION CONSTRUCTION DOCUMENTS 101780.00 ~ 1118"• 1'-(T 11)'1211& -- ELEVATIONS- NORTH AND SOUTH ---"'' A3.01 OWGS ~EPN'EDOO /fNORIOINAL SHEET D C B A nbbj 223 YAL.E AVEN.IE NJRTH 8EATTl£. Wt.SttNGTONlll108 PHONE 208 223 5155 FAX2081212314 PRO.ECT™" CIW..#tDUiNDICofiPI; -1121172NOAWS KBff.-teem --,ca ffllucnau&. 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I . 1---lfll_,.,'la,l.l!_ I I '"""'"" ~·-----L ~"°"-~i~ ---1--1--+r- o!-- 1---'r- ' mJ I---IIHIMl- "" -=-,~->- ~1 -,-t.::..::_ ___ coo:_ I I CD ;~ERIOR ELEVATION -SOUTH 1--- cp i-~ q:i cp -+---~---M'O: --~-----------~ I I ![ I 1--- 1--- f ' ' ~-----~ i --i 1--1-•-.... 1--- 1---1---1---1--t-1-- 1---1---1---1-- 1--- 1--- 111w 'ALLE liDl~NTE 1-- 1--- 1--- ~ 1--- I 1---! I ,I '!-----~wn.,-~- '------1"'1.PIML~Nllllm rT--~ I ----~ 1 l -, ~ ===OOOO!fll ""M.L: I -1 -~-r _ ____j_ """'10P ~~~ ~ ~:~ Mr!-}('. hT!-:~ ~;~ ~~ ROOfTOP T r 'l' yY~. ® r1 'f I ' -+ ' --________ __l_ ____ ---M" --+------------, --~----------+!----~----f : h I I :I :I: I: cp -----tr _S]R~~ ·=·· .. -·~i i :j li: j: -: -#,--' ---~:, l:: ,: I, 15-S ;1; 0 EXTERIOR ELEVATION -WEST nbbj 2'l3YAllA\EfrlJl:NORTM E-:w-... """""""' --· --I~~ !;l~!<"~.,1~Hl'-~ 1111157:Jol0--9(1Jl'H ...-r.--m::=:::: -·-1p~AN N G I ~ E E R. 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EOO~ ....... - ~-.--, '""' ll&jjJ --, SHELl Tl STAIRS lruiliJ --, SHELLTI """' [l!§iij] --r SHEU TI ""'' [J&liiijJ cp Ar- --r --r ''"' ~ ''"' r ~,/ ''"' [ru,oJ 9 ---j-- 1 I I t==--, I i---·• CD ~-~!LDING SECTION -LOOKING NORTH nbbj 223YAI.E.A\ElrlJEHOR'Ttl 8EAT1LE.WlolllHJTOlN10t l'tOED2Z355115 FAA20U2UOOO FRO.B:T""' --· --'.t:>' "3J"RR1AU~£.!< 1Cl1173<1D--.Wll+ _, __ _ f'II.M>l4»1:lt'--t222 fMNOiu.a'-l!7a -·---· --.&COFFMAN ~NGINEERS ,.,,.1H11-..-........ 1ll(I _Tfll_.,. ... o .. _ lE.NO(-IGl-lllU fAIUOO 1-)-715 _\ ~ HEALTHCARE ~ALTY llW Medicine VALLEY MEDICAL CENTER Healthcare Realty Trust VMCMedlcal Office Building 100%DES1GN DEVELOPMENT -IY8T l"'°'"MCILAD BUILDING SECTIONS A3.11 I I 11 =~J ~ ~ G) ~ HLL "'""""' lli:liiil = ~ ----------+-- SCREEfED ' ~-------~--~ "'"' EClllPMEHT '""-'-= '""-' ~ S>EL'- ~ '""-'-lrulil ~ (;) G) ~-~JLDING SECTION -LOOKING WEST nbbj 223YM.E A\Elrl.E NORTM 8Tllf.""8HIGTCNll109 M:»E20522:t5555 FAX20ll22311cm --· --'1>' ~ARE,/;!MJJ!.E:t! 1G151Ml_..,80.ITH ---lB.IOfGl!ztl.Cl:I.? 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S lmt,FlHA-,eataTl!IDCI _TT\L_.,, .. _ ~:g:==~ _\ • HEALTHCARE ~ALTY lJW Medicine VALLEY MEDICAL CENTER Healthcare Realty Trust VMCMadlcal Office Building 100%DES1GN DEVELOPMENT -~ Tl) --NJ TUNNEL SECTIONS A3.21 l:WIJSPft~-WONA><Ol"G<N/1<.S>iEH SIZEOF;io-X•l" ~~ 1'-30' ---........... ~-.. i-y l""iiiil~--,, __ ,' ~ -~ ~~ CATCH BASIN "''-' C8f1,lYPE1, :,s~AN~~rr £-8!iJ7(12"W) ce12.TYP£1. :,ST~~~IT £=9430 (12" W) C8f3,TYPE:I. :{.ST~~TE E=8604(12"[) £=86.04 (1£._ NWl C8f4,1YPE2-48", :,~~-~ E=7722 (12" [) E=77.22 (12· ~) .E•71.22 (12• 'Ill') CB1':,,TYP£2,48" W/ SOI.JD LD RIW=9017 £=1718 (12"E) E-1718(12"S) CB#6.TYP£2.48" :,~i~ £=7l,71 (12" N) E•8700(6"E) E-76.71 (12" W) CBf7,TYP£2,48" :, ~~-gi E•76.37(12"E) E•76J7 (12" SW) C8f8.EX CBTO BEREMCM:D AAO REPL.N:EO wm, :~=~/g~· E•7624 (12" NE) E•7876 (12"E) [=7624 (12" N) £=7624 (1~· •) CBf9,TYPE:1, :,ST~GRATE [=71J7(12"S) WODUIAR Wm.MID, RIM•8941 [=77.B0(12"N) £=7730{12"W) SOWHfJ.TYPE ~~~: 9484 [=863\ (30" S) £=86.3! (30" •) SDll,f4,TYPE 2-54· RIM•!l449 [=7374(30"£) £=73.74_\30:_w) SOMH1':,.TYP£ 2-72" RIM•7956 £=6914 (30" E) E=69.14 (30" SE) [•69.14 (30" NW) E:,!i9-1,!(11"5!_) '---... --- --' ElCIITKI PNOO ONWlE SSM1if'08~ RM•7l.~' ll"PVC(NE.NW)(SE(R)) C.O.C.•61.!liO' GRADING AND UTILITY PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER NORTH GARAGE EXPANSION ' ' \ <' "-, .-~.~ ~~-'""·~- \ \ . -. i -' \ ', ,I',.& \, .C .. ~ 1 '"'""""'f' C8(TYP~/! 1 ~-~,· ~ J ' j ·"·~~~~)' -./" ~· -~-~~ -~-----,r-7,,,--.:._::J' -~ -· i I ii~ ~i ~~ g ~is ~NN •! i~~ i~ j:;;:;; "''i ii,,,,,, !!~ ~~~ g~ ~ti··~,. CC' ' ': :c -• ~-l .::,'b~··\ ""Ii,,; -.J" • •• • • • • • • •I • • I' •co:tt • •I • Al'l'IWVEI; F(J,;,> ,lHJJ(1,TTn E1<l<SIC1S .._,.:; ,TE ___ _ i // --~ J I I ' ! /' I '.j'tL!i >TE -I 11r l-' ' ,, / ' .. ) / f',,,.,t, c,<.TE __ _ , I r:ATE ---• . ;-· : ,'•, IE= ' ~".,{ , I ~ ·= ·-"'-",-='·'"· ® CITY OF GRADING AND lJTLllY PLAN I ~ ~ " RENTON lliY~-VAU.EY~CENTER ii "" ~ -""'"" QARAQE ANSION Z1W 11/04/11 AS ·-·•' ~ PH)nni"IJI/BI.Jiw:!irig/Public; Works Dapt. 40() SOUTH 43rd STfEET ~ NO. RE.Vl~ON ev DATE APPR .. ~ ,~..;:..~. RENTa( WASHINGTai. 98055 D Cf) Cf) ' . S. 43RD ST. -- site plan review VALLEY MEDICAL CENTER N EB ~ ~~ 1·-100· FN..:-•: • .:::::r NlEX TO 81-EETS C1 OF fl COYER SHEET C2 OF n DEMOUTION PLAN C3 OF n TEMPORARY EFIOIIION NO C40Ffl C50Ffl C80Ffl C70Ffl C80Ffl CII OF n C100F fl C11 OF fl SEOIENTATION CONTROL PLAN GlADNl AND STCH,1 CAAw.ClE PLAN WATBI NO SANTARY SEWER PLAN CONSTRJC'TJON NOTES NO DETAl..8 CONSTRJC'TJON NOTES NO DETAl..8 CONSTRJC'TJON NOTES NO DETAl..8 CONSTRJC'TJON NOTES NO DETAl..8 CONSTRJC'TJON NOTES NO DETAl..8 VAULT BECTIClNB CALL BEFORE YOU DIG 1-800--424-5555 CONTRACTOR SIW.L 8£ FUUY RESPOkSl8..E FOR 08T ........ PEIIMIT'S FliOl,I HiE WASHINGTI)H STAT£ D€PNm1ENT or ...-.TIM. IIESOUflCES ~Qlil RailCMNC AND REPI.ACING/IU.SUll'tOWONUWENTATIONTHATIMYEIEAFITC'TED8YCONSTRuC:TION ACTMTT, ~ TO WK; J.l2-120. N'f'I..CATIOkS t,IJST BE COWUTill 8Y A REGISTERE:01.AN)SIJIM'IOR. N'PI.XATIONSt(JRP£11Mfl'SroROi1CMlilONUt,IENTS tu.YB£0BlAINEDFROUTHEWASHIHG"fONS1ATEOCPAA'IWElfTOfl<ti'l1Uf1AL RESOLIRCES.OR8YCOMTACTINGlHEJAOITlCE8YTilIPHOIEAl{206)902-1190 WASHINGTON STATE OEPNmilDH OF N,11,TIJRAL RESOI.IIC[S PU8UCLANOSUIM.Y0Fr1CE 1111WASMINGTONS1REITS.E P.0.B0X'7060 Q.YMPl,f.,WASHINCTON98:!I04-7060 COVER SHEET FOR UW MEDICINE -VALLEY MEDICAL CENTER MEDICAL OFFICE BUILDING EXPANSION • •, " ·.r-.. ..:-~-- , 1U: /'- ct I I -~1 ,{~ /;,---I_ :, I' •. 'I/ ,i'.' I . j(( ,", -t~· ' -I' Q - ~ -8E 43fD BriEEr NO. 111 I ·:v----------,..---- ISSU(D FOR R£'11EW PROGA£SS S£T REVISION , ....... _,"""", " "\ .,.,b""\. ... .;;'" .. ';"',.. I :::._:;i I ® ® ...p ~ ~ ~ VICINITY MAP IQIZqffN-, Q\DM NAO 198.J/91 -AS PROVIDED 8T CITY OF RENTON SUtv£'T CONTROL NETWORK. RffEAENC!:: VALUES WERE ACOUlffE[) AHO MCN.JWENTS WUfE: I/ISITT::o IN AUGUST, 2003. REFERENCE CONTRO.._ POIHTS AM: AS FOLLOWS: "" LOCATION: F"OUND A J/8" BRASS PLUG IN 10" WONUM£NT CASE AT A PC ON TALBOT RQIO SOUTH IN THE INTERSECTION Of TALBOT Ro,.o SOUTH ~ SOUTH 4!1TH Pl.ACE. THERE IS A SIMII.NI WOHlJMENT SOUTH 24' EAST 11.4 FEET t«>NUMENT: J/8 IN BRASS PWG IN YONVMENT CAS£ NORTHN:.: 163,15!:i.0&41 EASTING: 1.294,978.216 "" LOCATO<I: fOUIC> 10" MONUMENT CASE AT THE NTERSECTIOH OF SOl.fl"HWEST 4JR() STREET ANO IAL.80T II(»,[) SOUTH APPROICIW.Tfl_Y 10· NO«n-1 OF AHOTHfR WOHUMEHT CASE AT THE PC Of ,. CUINE ON TAL.80T R(W) SOUT!. MOHUUEHT lilONuMENT c.AS£ NOltTHING: 1U.9~.1484 EASTING: 1.29'il.0Sl.266 \fflDQH DABM loiA\'O 1988 -AS PROVOED B'I' CITY OF" ~TON SURV£Y CONTROL lrETWORIC REFERENCE: VALUES WERE ACQUIRED N-10 MOtf.JWENTS WERE 'llsmD IN Al.lGUST, 200,. REFERENCE CONTROL POINT USED: 18112 LOCATION: OOT EIRASS ~SIC SURVEY WARk SH IN //, 10· OIAMETER CONCRETE WONUWENT LOCATED /1,l THE ORIWA IHTERCHAHCE EAST OF TI·H:: SOUTHWEST 4JRO STREET SR 11!,7 UNOERCROSSING. ABOUT HALFWAY TO THE NTERSECTIOH WIT\1 A TIW"FIC UGHT CONTROLLING ~y OFF ANO ON RAMP ""''" WONUMENT: WSOOT BRASS DISC IN CONCRETE: LOCATED SEU Of S0VTHW£ST 4JAO STREET OIIERPASS Of SR 167 NORTHING: IU.921 .. !1,8 EASTING: 1,298,1211.31 El.E:VATION: (SEE DRAWING FOR 8ENCH1i1MKS SET FOFI SITE USE). U[I.JJY PfKMlfffl: SNIITARY SEWERS. STORM OAAINN;;E. WATER CrTY OF R£HTON DMLOPMENT SERVICES 1~ SOUTI-; GRADY WAY REHTON,WA~!, {42!>) 00-7200 POWER AND loiATURAL GAS PuGET SOUND ENERGY 411 IOl!ITH AVENUE NE: PO BOIC 970.M BELL.EWE, WA 98009 {42!>)4!>4-&J63 FAX: (42!>) 462-3300 TEL£P'HC:IHE _.., """""" PO BOIC 112!>001 UCTL£TON. CO 80162 (ODO) !>26-»!>7 l:&CIW'IIONo LOTS 1 THROUGH 1 0 OF VALLEY lilEOICAl. CEltTER HORTH CAMPUS BINDING SITE Pl.Ht, RECOROEO IN VOLUME 1611 Af PAGES 89 Tt,ROu(;H IU. IHClUS/VE, IN KING COUNTY. WASHINGTON. CITY OF RENTON ............ CITY OF AENTON OEl'"AA'TM&NT OF ~81..JC WORKS --------~---------- ~ "; ~ i5 ~ ~~NN o~~ie Z O><O 00 f::!id; d; ~§~~ -~~~ it~ !~ ~~ -! h 1-J ~~ . .... i' ::,Oj ',Y"ic '( ~ :t • ~ ,,.! .s.._ ' •• -8' 1 co"- Plcnn1"',1/BulldlnQ/Publlc Works Depl. UW MEDICtE -VALLEY ~DICAL CENTER Y:DICAL ClFFlCE EIULDING EXPANSION 400 90UlH 43rd STREET RENTON, WASHNGTON 98055 DEMOLITION PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER MEDICAL OFFICE BUILDING EXPANSION " ' ,-~ ~:,~~ I ·t,,~ ~'UH J ' r-~ . • I '"<;.,,..___ I I '~~ , ' ' •,. [ " :i-. .......:_ z:: i t~ ..:, -~~ "" ,·", ',(,.,, .m1111u. ··r -"'u,· "'"'""roi::!:'"''"'""-.· -· , . -~:· •. ~~' :.,0,:.-c-. • 'J ~ ~ "" ' •:, "'· ' :t. .?Jt-~,--:-::.:... :§i::'"" ~r ' ·-_,· '1!'11 I I ~ l~' . I I I /-r·~J!:1l -,.: ~"'~ ,i,;,,'!.. ... _ '~ ··---..;;....,.....-----,... -. c..'..._Jj ??:~ /~ .. /f ~""~~:,;,, '"-"'' ~ --~,:_~•-,,-~:;:i__ •-•·-·--L1J "'r -' "-> ~ '•·il_._ ·~;/ 'f ' <' '"' ~. '-..•,;"-.._ "'··,. ,J I . I .. ':-' j .'r. I • ' 'ii~-. ~ -....... ~-· •t , :.I!. ! I , , -;.., c, "- , ·, '-•=')-,, ::--,. ''"'.'--....,:.;_·: .. '~ -~t I --·--· ---,·-·"~ Je. , .. ·---~.~:;. ~~: .. -~~~ ~~;·;=~:u~<·. $ ·, _t/ ','}( er' l /, ..; : I I ·I ' " '/ r I !/,' '/: J I /1'} I .q /'~-'. ~ r. i I 1/ ,,! } :'Ir.' •,'/ .1' ·~ ~~ 1'-00' ~ : OEMOUT10N SCI-EDULE (D REWCNE EXISTIHG ASP!-W. T PA\OIENT ANO STRIPING ANO OISPOSE OF OFrSITT @ RE.MOYE EXISTING COtriCRETE CURB ANO DISPOSE OF OFfSITE @ ~~~HG.t =A~ ~ i:o~AU~[S FOR FUTURE USL COOROINo\TE WITH LOCAL POWER COMPANY. © ~iJ~ ~~~ U~~~H 8"SINS, Cl.EAHOUTS at WJNS. REWOVE JI if:' #.<;'? I I . t I . I ';. i :S. 177TH STREET (DEDICATED PU sue RIGHT OF WAY) @ ~~Jt:Es~~ MH, Cl..EAMOUTS • SEWER LINES. C>P AND 1o1AR1< @ ~l~~JX=ETE~.HOHE WH, VAULTS I; LINES. CJP ANO lilAAK @··- <J (' ' "·r- "'-=·"' I ,t. !l t· §: *·· { ~'' :/ 1 /i ;_·_· .?! ' ,, --/•. , ~ ;b-r [ii' ~./ I - 1c' ' -. ,_ ,. \ }j '.i{ '.;-/': :..,'<, I'::. f:/ J;)! ;:•, ;,;.~;: {{}, ;-~-I M ill f.t1 ·ti:~ ,• I ::,l) . "::,_,t1 I i:/j l ._, ':'4 I ·-.. 'I- ,.;~,---_ 11 •<, -. ', I . , ; I <. J ~-, "' , . I .. ''-'/ 1 ·'>.,.. 1) r' / ,· / :1 / l. ; / / .._ I I OESIGH DEVELOPMENT I ZTW ]12/05/16j .-s I• :~Ii, f l / '/)}.: ;:t, ',',' /i, s ff /,(' Cl O" 1,}'c,;: ~ ~ //1 ~ tJ J ;,~~t l',1_ k.. ~ § t .!J~:!i . Ll,,!~f! ~~ '· . ' ~ ,, ,· . l/ ! .: .. :-.~ I•. I .! it., ·-'1,1 j:/;,11p .' ' !/ -I • ' / i I -..._, ' /:, I I ! I I .. ,.f;;;.._"-:':.'r' .. :E;~ :r~f'ft ~ :~110,: : :-~ I .,;:t~ I AS •>.J->«,.M ® ® CITY OF RENTON P1onn109/B1.lldin9/Put>Hc Works Dept. NO. REV~Of,I BY °"-IT APPR ~,.~ ~"-' " --~· <D =~~EDEX~NCMEi:.e: R~-~ :=[s~o BE RELOCATED AND @ REWCM: EXISTNC FENCES, GA.TES, ANO SOL.I.ARDS ANO DISPOSE OF OFf"SITE @ REMOYE EXrSTfrlC CONCRETE SOEWALK ANO ALL ASSOCIATED STAIRS ANO HNOWLS N«l DlsPOSE Of Off'SITE. @ REMCM: EXISTING SIGN AHO DISPOSE OF orrsrrr @ REMCM: EXISTING I..NrlOSCAP[ ANO DISPOSE Of OFFSITL @ R[t,(M" EXISTINC nm @ AEWOY£ EXISTING WALL AND DISPOSE OF OITTITT. ............ CITY OF RENTON ~ARTMENT OF f'"UBL..JC, WORKS ------------------ s f;l -a ~~ ·~ .. ;! ~ ~ ~~ ~ ~~ ~ ii ~cn'f '? tjw ~i:;;:n ;~ ~~-~~ ~~ ~~~.:!, Uv, . . . . . 'Ii~",-,. .••• f ,, \ X • ~ ; ,s."' ', •• -: e ,co"- UW MEDICtE -VALLEY "=OICAL CENTER MEDICAL OfrlCE BULDNG EXPANSION 400 SOU1H 43rd STFEET RENTON, WASHNGTON 98055 IAI-ININININI ~ TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER MEDICAL OFFICE BUILDING EXPANSION J ::-,.->' ~·'.~ ~"W'/ .~~. tffl'~' ;:~ . . : '~ ~ / I 1!=1 -... •;! , ·' ,I . ,',.._ '>1, ', ,, i' ::;,~~=-'~~v ', j~ , . :,,.,,· .. I • ~~-....f., /' ' ~Vi Jk6::mll<lr: .. EET c-,o ,, ~ •.' _' Ii .~=~~CH BAIII L----------;:::::::;'. : ~8~;: \ \ '(~:~~~;;:.,~.,~~-~<\Y, Li . _,.. _ .. _. D<l_ ... __ ·i:" C-,0 • i. ;.P~ir-l t~~= :, -11 ;·. I ,. . . I I ' !/: I 1; . '/ r.i , I J 'f•>'; ' . ; '<t, ' -·, . . . : : ·_:· "j' "' \ ''l, . ',~ ' ' ' ' ·I ·. . _\. J--· I \;' .,£,, ' , -. 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TAU. CATCH BAUi "MEAT TYP. / , '·' , IEE DETAL 8t&T C10 I ·, \ . I 1: ,· J ! I ~~ r-ao· ~ ' .Y' Ir-,-------I ............ !i~ ·~ ~-§ ~ ~ ~i ~ f"IN N ·; s is ~i~~ i~ ~i~:f, ~~ ~ ..... ~~ ~~ ~~~~ ~~ . .... ___ · '---~//1;··1.-J ij T E.S.C. LEGEIO DESCRIPi!ON I; ~ / ~1/ .,"? t-, .,.,_. . . I , . I ,J I .I , . ·; I f·. '7/ . •,. t~, I , <),,, /// . lh •. I CITY OF RENTON I ~' ~ARTMENT OP' ~UElt..JC WORKS ~ ,/ *~ :I: ;; 0,$, -~ --------~•----1 .. 8 ', co• .. -:." f;p;ftftftftffl@ -------) ~-• ----- "' •• ,:,.·::-.7'. I E) CITY OF cm>• CM"'"'"'" z,w " " ,. o ,lR RENTON lJW MEDICH: -VALLEY ~DICAL CENTER TSSUED rOR REVl[W ZTW 11 1 AS --0 ,..,., DATUM MEDICAL C>FFICE BUI.J)f«) EXPANSION """'"' sa ""' >0/>0/• " •• ~ ~ P1o,,1.,;0,,,,1.,/Psbl< """' 0.,1. I 400 SOUTH 43rd STREET NO. I REVISION BY O,.T£ APPR ~ ~-<-_ ~~~r~','.';,.::_:. ~ RENTa.! WASHNQTC)N 98055 ~ \ ' EX.ClffJOTYPEt, !L (. 7;8(-4• W) : 11 ' EX.ClfMITYPf.1, 'IE :11.0 {12"El E -1110 (1r s): E • 7720 (12" S().,. . ·.i: 'r'"-----'.'T t . ,.. i IE• 76.60 (12" N}• '"""~J """'-' ASNEEDEOroR \ NSTAIJ.JnJM fS \ .... .._ I e~ 1 -. ... ' GRADING AND STORM DRAINAGE PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER ... %. MEDICAL OFFICE BUILDING EXPANSION l'IIOl'OIE) lol!CICAI.OFACE IIILDNl l'F40 _Ff'41Jl/J .·. ·.. . 1-·,;....,:.;;..,-;.,:,,.__;~~ I[• 86.74 (JO" S) I[• 86.74 (30" N) Z1W l11}oi/16j AS l·D I -I """""' SD ...,., 1"'"''1 " I "" 11 • ::·;:. I NO REVISION BY 0,.TE APPR ~ ~c .;.;;_: "'!..::'.':_. -~ ( _fl>, . ,,,, ,' ' ,.~\ ~ t !itj ~ !~ ~ ~-~ ~ 113 i5 ~ 3! ~a~~ i~ o«>IDa::i c;:it5 ~;~~ ,~ ~ ~~~ _,~ ~~£:£'.. ~51 ..... ~ \ . . . . . . . . """'"'·•. -,-'·'\' . .. . "'~·· 's '~, ON O ' ' ' ~~~~~~\\ \_ CITY OF RE~ WOAKa ,q' ., : '~, ' ---. ' 4 I \ ~ DEr' ~--0 ~-'<'' ' '. --i$-, ...... ' -), -,. \ •·\:; I \ i '\ ~ ~--""e ,co ~ \ \:,.,... .. .:::.\.. ... : .. -:-.. ~ ® ,.,". CITY OF RENTON PIC1r>r>lnq/Bu1ldinq/Pi.iblic Works Dept. UW MEDICINE -VALLEY ~DICAL CENTER ~DICAL OFFICE BULDING EXPANSION 400 SOUTH 43rd STREET RENTON, WASI-IHGTON 98055 ~ 1: . I I ,---, I I I I I I I I I I I I I WATER AND SANITARY SEWER PLAN FOR -----i--L UW MEDICINE -VALLEY MEDICAL CENTER j I\ ,,/ :\ '-\ \ ; I \ I \' \ \ . ·1 c .. ~~~~ \ \ \ I '·\ \ E#--1- 1-a"•fi"TIT(MJ•fl) HI" Gf,TE VALVE (FlAU) 10 15 6° OJ. W l"PLIJC(WJ) fRE HTtlR,Wl ASSEMIII..Y ----- MEDICAL OFFICE BUILDING EXPANSION l'ROf'OIIEO ..,. l'BlaTYl'ltlf'LJNGI ~ 1E=70.40(8"N) ,:;.,. ~ • .:::;.,i.5,;"te'::'./«\ ;,~ ·. ~ IEDICAl. '""'°" IU..DNQ --~ -------, \\ 1 \, .. \-~~;\-~\ __ -_; ___ :.: -~ '-'\,_ \\ "\> ,. \ \\ \ .. --C .,.- \ \ -----______ ..,.; t·, , . I : ., -'""'"'. L_l. __ J l , '\ \ , ·. \ . .. . . . • . . • . I . . -, , ~\\\\\\~, .. \ . CITYOFRENTON e -~-:-";_c-:c-777:::-;~;::?:S~:, .. ·-\:~i~ii\\ ';-I ce-ARTMENTOF .. 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"'"' """'\ .dU!!L I J ~ '"" .,,,,.,J';; . t _J !i~ ® I~) CITY OF RENTON Planni"9/B,,,!ldi"9/Publk: Works Oept. s 5l i~ C> ~ ;, ~ ~~ ~ ~, o«>Nr--ii ~; ~ i ;~ U'} _ ............ ii ~~FJFJ ~i -¥~~ l5~ . .. . . . . . . . . . . .... =~-00 ~' DEPAATI..ENT OF ~ WORKS .::, '1, < ' ~ ________ OA• X ; --------0..19 l!)d,, ,/ --------~•----... 8 ', co•,;,.;) UW MEDICtE -VALLEY IEOICAL CENTER IEDICAL OFFICE BULDINCl EXPANSION 400 SOUTH 43rd STHEET 10/31/2016 RENTON, WASHINGTON 98055 -en' 11 IAHNINININlfJA w Cl 8 w -" u:: ~ ~ ~ r-20· ~ ARBORIST WOOD CHIP MULCH AT ~ BASE OF EXISTING TREE PROPOSED TO BE RETAINED I -/-_ ~ ~~-/ )'l) LANDSCAPE and IRRIGATION PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER MEDICAL OFFICE BUILDING EXPANSION ORADB AND FILL i" :i~ " ·~ ~ ~"' 5 ~ z ~ ----COORDINATE WITH GENERAL tr;::~&:l ~~~~ ~ ;_,©_~ I / CONTRACTOR AREAS NEEDED FOR / MATERIALS STOCKPILE AREA 'i I I --.... --..... ,, I I " " " : ......,.=-~·-· I 41D CITY OF ISSUED FOR R£VIEW MoY 10 10 16 AS '*j(P ~ :!1' RENTON ce""°"'="'ES,e.S_,,SCTc._-==::-------+-":""'':'-1-""/"'"='''f' ---''='-:-l:'1:~ __ _j ~ OATUI.I AS /':-~ Plonnin.g/Building/Public Works Dept. "10. I REVISION BY DATE APPR --;f' ....._. ...-., CITY OF flBIITON DEPARTM&NT OF PlJBL.toc WOAK.S ________ .... ___ _ ________ .... ___ _ ________ .... ___ _ .... ____ _ LANDSCAPE PLAN ~~~~ i q,~ll·· .. , •• 'I, .;) \ • ' -= :t: : \!)d, .:,.:' ""'e ,co•• lJW MEDICtE -VAUEY MEDICAL CENTER MEDICAL OFFICE BUILDING EXPANSION 400 SOUTH 43rd STAEEf RENTON, WASHNGTON 98055 w LANDSCAPE and IRRIGATION PLAN @e 0 FOR 0 UW MEDICINE -VALLEY MEDICAL CENTER (.) w -,ii,, ..J MEDICAL OFFICE BUILDING EXPANSION GRADE AND FILL u:: L"" CT crt~IC~T(v~;H - PLANT SCHEDULE SIZE BOTANICAL/COMMON NAMES CONDITION SPACING QUANTITl' REMARKS SYMBOL lllfIS; $0 AMELANCH!ER • GRANOIFLORA / 10'-12' HT '5 SHOWN " FUU AND W..TCHING STAKE AND 'PRINCESS DW!A' SERVlCEBERRY B • B ON PIAN GUY FOR ONE YEAR, MULTI-TRUNK CERCIS CANAOENSIS 'FOREST PANSY' / 10'-12' HT AS SHOWN 10 FUU AND MATCHING. STAKE AND EASTERN REDBUD B • B ON PW< GUY FOR ONE YEAR, WULTI-TRUNK ti\y STYRAX JAPONICA / 1.5" CAL "5 SHOWN ' FUU AND MATCHjNG, STAKE AND JAPANESE SNOWBHL B • B ON PIAN GUY FOR ONE YEAR X ACER RUBRUM 'BOWHALL' / 3" CAL...0 AS SHOWN ' FUU ANO MATCHING. STAKE AND X BOWHALL MAPLE B • B ON Pl.AN GUY FOR ONE YEAR X X ED POPULUS TREMULA 'ERECTA' / J" CAL• '5 SHOWN 5 FUU AND MATCHING. STAKE AND COLUMNAR SWEDISH ASPEN B • B ON PIAN GUY FOR ONE YEAR •DENOTES REPLACEI.IENT TREE. SEE TREE REPLACEMENT SET FOR MORE INFORMATlON ~ e CORl<fUSSlOlOlolFEAA'lolO'IIIMT[RflR['/DOGWOOO ,__,. ",_,. " ruu AND Mo1.TCflt11; El ~BE SP \1-'Rl[C,AlA" / VNICCAT[D 110![ ,__,. .,,_,. " fULLAl'IOW,.'!CHNG 6l f-£9£ SP "Pl,j()CClil(l' / VNll(C,0,TU) 11UI£ ,__,. .,_,. " FULL AHO lilATC11NG 0 PIERIS .JN"CMO,. ·um,: HU.Trf / LILY Cl" THE VAUD SHRUB ,__,. .,,_ " FULLNfO lilATCHNG 8 ?.WCIMV111GAlU11"H[.,W'ft,1(1AL/SW!ICHCRASS ,__,. """"" " fULLNIOIIATCHNG .. ~ISfTUWALOP'~"/FOLl<IAIJICRASS ,_ .. .,_,. " FULL N<I W.TCHNG 8 IIER8ERIS ™lHltRQI 'AOl,IIIIATJO•f / BNIIIO!RY ,_ .. .,..,... " F\JLLAHOIIATCHNG el .A.l'IC\/SPAIDISt.\.J(9LU£'/GRAYR\JSH ,__,. .,,_ " f\JLLNIOW.TCHINC @ CORNIJSALBA"KESSELIIOHCll"/OCICWOOO ,-.,,_ ,, F\/U. N<I IIIATCHNG 8 OESC~CAESP"NORTH[l!NUGHTS'/11,JT[OHfJRGIIASS ,__,. .,,_ , Fl.ILL N<1 W.TCHNG @ EUON"IVJS FOR'fVl,IEl "EuERALO N GOU)"/ [UOIIIYWS ,__,. """"' " FULLAHOlil/lTCH"IG @ i'MOIIIEO-ll.Ol,WCRA"IIENH<AZf' /fORESTGIIASS ,__,. .,,,_ " FULL NfO W.TCHNG 9 1£U.EBORUS"IC[NROS£SREO'/lEMT[NROSE ,__,. .,,_,. ro fl.Ill N<I W.TCHNG @ rEl.illlORUS"KLONOIK£00LD'/l.EN1£NROSE ,__,. ",_,. " FULL AHO lil/lTCHNG @ WJ-JCHAEUltl'lllRN::TETA"SOfTCARfSS'/OR£CONGIIAP£ ,__,. .,,_,. " FULL ANO lil/lTCHNG © i..Sl:.'HlllUSSltefSJS"YAKUJIIIA"/W<IOtl'ICRASS ,__,. """"' " f\JU NI/J W.TC111NC @ NN'ID~OOll£STICA't..EWONUti1E'/HEA'.OLYEIAMEIOO ,__,. """"' .. F\IU AHO 16lTCHINC @ ~.._ATRl'UTitESPIRES"/O'IIN!fRVSSWISAC:£ ,__,. """"" "' F\llLNf016lTCHINC I j 8 ~ ~ I l ~~:::::&1 ~ g;:~~ ! ~~~~ r ~~ii ~ • CITY OF RENTON ?,' r DEF"ARTMENT OF PUeLIC WC>AK8 ::, \ --~ \ : ~ .... ____ :I: -• -· .... ____ 'i, ~$: -· .... ____ •e ,co•• -· .... ~ --=""II'« LANDSCAPE PLAN -PLANT SCHEDULE ~ CITY OF 11/7/2016 T 3 1(10~ 00 SET JIN 12~/16 '5 ,~ ~ RENTON UW MEDICH: -VALLEY MEDICAL CENTER ~ ' JSSU£0 FOR REVIEW MOY 101016 '5 ,~ MEDICAL OFFICE BUILDING EXPANSION =--~ ' PROGRESS SET MOY 10/10/16 '5 l;.,':':::,.I BY 1 OAT£ " Plcr,r,ing/Building/Public Wcrks Dept. 400 SOUTH 43rd 8T1'lEET NO. REVISION APPR " RENTON, WASHNlTON 98055 -_,y 7 IAI-NININ NIAIA w Cl 0 (.) w ...J u:: s )( LANDSCAPE and IRRIGATION PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER NOTE KEEP ROOTEW...L WOIST ANO PROTECTED AT AU TIMES HOLD CROWN OF ROOTM.L "l OR JUST ABOVE FINISH ''"" PROITCT TRUNK ""10 Ut,1BS FROM 1"1JURY BACKFII..LT08ESETILEOUSINGWATER0i'LY - R~c:~~~OT~~~IOC~AJNERS, REGARDLESS Ofl.lATERIAL (2)L0DGEPOLESTME5,WITHELASTICCKAIN-LOC:0(~"· TYPEGvYSTIEOl'IFICUREEICHT.REI.IOVE/IFTERONE CROWINGStASON,STAA.[SANDlRE£T08EPLI.IM8 ~N~~!f2!~6/:~~61~G A~U~ti~~~EN; T~t!~~GAND ~ LAWN ?LANTING, PRO'IIOE J"• "NO GRASS" TREE RING ANO ~ 2" DEEP t,,IULCH LAYER IN WELL HOLD BACK FflQl,j TRUNK a·rn10· f"INISHGRAOf ~~~ PR[PAREP1_..\NTING8E0P[RSP[C'S.ATMIN,L0SSEN ""'o l,IIX SOIL TO 1s· OR DEPT ... 0t ROOTS'J..L ANO~/-- TIMES BALL ~/IJ,l(T(R :i~Zl",™1,lll'e"AAll'~a'/0,~'!,,. 'l AWAY FROl,I PERIWET[R ROOT'S SfTBA.LLONUNOISTURBEDS,,.SEORCOl.lPACrED t.40UNOUN[)fR8ALL PENETRATION ro SUBBASE 24" l,1/NJl,IUM----- DECIDUOUS TREE PLAmlNG/STAKING DETAIL NOT TO SCALE NOTE ~SHRUB-PRUNEAS~REcrEO BY lANOSCAPE ARCHITECT ~~~ ~1~1C ANO MULCH 4" 2" DEEP MULCH LAYER '/~4"5AUCERFORWATERING BACKFILL TO BE A l.llll OF TOPSOIL. FERTILJZER, ANO PEAT MOSS SCARlfY ROOTBALL ON CONTAINER :J::~LON ~~MA~~:~/j or --OUST ROOT BALL WITH ROOT GROWTH HORl.lONE 3, THE ROOTBALL OIMIETER APPLY AD~TIONAL 4 02 B-32-16 FERTILJZER INTO TOP 2" OF PLANTING MIX PLANT Si;RUB HIGH ENOUGH TO 111...LOW POSITrYE DRAINAGE AWAY rFiQM RQOTB,,\L.L ROUGHEN ALL SuRrACES OF PIT CUT ANO RD,tO,IE BURL.AP FROM ROOT BALL SHRUB F'LANT1NG DETAIL .MEDICAL OFFICE BUILDING EXPANSION GRADE AND FILL PLANT MAlffiAL SPACIIIG DETAIL FE,t,.THEREXCESS SOIL UND£R MULCH l" ABOVE: GRADE SPACINCASCAL.l..EDOUT ON PlAN/P!...A1'T UST HOLD PLANTS FROM ~~o[o~~E~T UST NOTE THISSPACINGAf'PLJESTO GROUNOCCNER ANO fORt.lAl SHRUB ROW PLACEMENT I IJ,· "°''" ~"' ... I .. J;. :~tu~~,,:1:N ~I NOTE RElolOIIE CONTAINER ANO WORK ROOTS FREE Of SOIL BACKFILL TO 8[ smuo USING WATER ONLY SEEPLANTUSTFORPLANTSPACING ~'=&Mf" '9t'.t:=".S~"'f' GAOUOCO\IER PLANTNG DETAIL ~-----2• >.!ULCH LAYER ~----1" 1,1A); TOP Of CuR8 MULCH AT CUil DETAL NOT TO SCAI.£ NOTE 01/ER EXCA\IATE PARKING LOT PlANTERS TO lOOSEt. COMPACTED SUBBASE TOTOPQfl,IULCH OAADING • PARKING LOT PLANTERS DETAIL 2"MULCHLAYER CURB PER CML DRAWINGS (WALK SIMILAR) - PLANTER SECTION DETAIL CITY OF FENTON DEPARTMENT op: PUBL.IO WORKS --------~"'---- --------""'---- --------""'---- i C, X ~N ~ <C.....,NN ON«> a CON"' z (7'I <D co ~~~~ §~i~ ~.:'\.;:,',., ;R CITY OF RENTON ~~~~u.W~&8if~1...:.:·--D" MOY IIO_ll0/161 AS NO REVISION BY I DATE I A.PPR l;,_::::,._I ~ P1cnning/Bu,ld,ng/Publoc Works Dept. MEDICAL OFFICE BULDING EXPANSION 400 SOVTl-1 43rd STREET RENTON, WASHINGTON 98055 'AHNINININIAIAI w 0 8 w ..J u:: § ~ 1·-20· ~ LANDSCAPE and IRRIGATION PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER ·' / MEDICAL OFFICE BUILDING I!.XPANSION GRADE AND FILL = -=i= ~. ---,-;tJ--i--f l .-r ! = j • , -------,--'i. ----=---- -.· ----/-.. -. ~i ; i ~ IRRIGATION CONTROLLER IRRIGATION RAIN SENSOR/ COORDINATE WIRING LOCATION WITH GENERAL CONTRACTOR I I I / / / 1ssurn FOR RE'VlEW l,l()Y 10/10/16 AS Jl:P PROGRESS S[T t,IQT 10/10/16 AS 7 I .. :.. ::.., I REVISION BY DATE APPR ~:.=.., ~ ;R CITY OF RENTON Plonning/Building/Public Works Dept. CITY OF RENTON DEPARTMENT OF PUl!ILIC WOAKa ------------- ------------- ------------- IARIGA TION PLAN I ~ i w --;;/. ~ ~ ~3 ~ 8 ~ ~ o! ~ ~ ~ ~ rn~ ,.... ; ;;; ;;; ~g ~ ..:;;;-;;;-~1 NZ N N _J ~~~~ 5 ri.~" .... , •••• ~ ~ "( ' -: :i: • ~ .::.'l ,-..8 ,eo.,.• lJW MEDICtE -VAL.U:Y MEDICAL CENTel MEDICAL OFFICE BUILDING EXPANSION 400 SOUTH 43rd 8TFEET RENTON, WASHt,IQTON 98055 UJ Cl 0 (.) UJ ..J u:: ,__ g >< LANDSCAPE and IRRIGATION PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER MEDICAL OFFICB BUILDING EXPANSION GRADE AND FILL IRRIGATION LEGEND _(ffi~" ~ C[RTirlCAl'["lo774 SYMBOL DRIP EMITTER - SYMBOL © b 0 @ P.O.C.em HUNTER LANDSCAPE DRIPLINE COMPONENTS WITH HUNTER COMPRESSION FITTINGS AND ADAPTERS ICZ-101 -LF WITH 40 PSI PRESSURE REGULATOR PLD-04-18-250 DRIP EMITIER TUBING 0.40 GALLONS PER HOUR FLOW, EMITTERS 18M O.C. AIR/VACUUM RELIEF RELIEF VALVE KIT, IN VALVE BOX GALVANIZED TIE-DOWN STAKES, AT 3' ON CENlIR MANUFACTURER DRIP IRRIGATION: HUNTER ICZ-101-LF VALVE ONE VALVE PER BOX HUNTER SOLAR SYNC WIRED RAIN SENSOR. COORDINATE RAIN SENSOR LOCATION WITH ARCHITECT. INSTALL EXPOSED TO WEATHER IN TRASH AREA ON NORTH SIDE OF BUILDING HUNTER PRO-C 12-STATION (HARDWIRE CONNECTION); PROVIDE GROUND AND BATTERIES PER MFR. SPECS. LOCATE IN SAME ROOM AS WATER MCTER AND DCVA. COORDINATE LOCATION WITH GENERAL CONTRACTOR, AND ELECTRICIAN HUNTER 3/4" QUICK COUPLING VALVE, IN VALVE BOX, WITH (2) KEYS AND SWIVELS PLASTIC BALL VALVE, MATCH LINE SIZE, IN VALVE BOX IRRIGATION POINT OF CONNECTION, CONSISTS OF: NEW j" DEDUCT WATER METER. AND WILKINS 950 XLT-1 n DOUBLE CHECK VALVE (STATE APPROVED); TEST AND CERTIFICATION BY LICENSED BACKFLOW TESTER WILKINS 850 -BALL VALVE, SIZE TO MATCH PIPE LOCATE WATER METER AND DCVA IN WATER ROOM ON NORTH SIDE OF MEDICAL OFFICE FACILITY ADJACENT TO TRASH AREA. COORDINATE LOCATION WITH GENERAL CONTRACTOR AND PLUMBER MAJNLINE -SCH 40 PVC (18" COVER); SIZE PER PL.AN, 1-1/2-SIZE MINIMUM LATERAL -SCH 40 PVC {12" COVER); SIZE PER PLAN, 3/4" SIZE MINIMUM SLEEVE -SCH 40 (SDR-26) PVC; 24" MINIMUM COVER AT VEHICLE CROSSINGS, TWICE THE SIZE OF INSERT PIPE ANO/OR WIRES, 4" SIZE MINIMUM IRRIGATION SHOWN OIAGRAMATICALLY FOR PLAN CLARITY. COMMON TRENCH ANO PLACE EQUIPMENT IN LANDSCAPE; MANIFOLD GROUPED VALVES IN ADJACENT SHRUB AREAS WHERE FEASIBLE ALL IRRIGATION CONNECTIONS AND FITIINGS SHALL BE LEAD-FREE SCH 40 PIPE SIZING CHART PIPE: Sil[ I J/4" ! 1· 11 1/4" 11 1/2" I 2· 12 1/2 FLOW GPU 1-8 8.1-1] 1J 1-2] 2J.1-J2 .32.1-5] 5J 1-74 GPU (MAX.) CITY OF RENTON DEPARTMENT OP PUBL.C WORK& ..,_,. IM.11! ___ _ ~-... ___ _ ~-IM.11! ___ _ .... ~ .; 0 ~~ ; ~ ~~ z u.. ~=-~ 8 f:j ~ ~~ ~ ~ ~ !f ~~ ~; ~ ~ ~g Ni~~ ~1 ~~~~ V ~' i ' _\ 3: • e ~ ;s.. ~-... e ,co"'• 100$ 00 SET JMY 12 ~ 16 AS J[P .& lJW MEDICf,E -VALLEY MEDtCAL ~ ISSUED F()A REVIEW UDY 10 10 1& AS J!J> -REN TON MEDICAL OFFICE Bt.JILDING EXPANSION = --=-=-""'··· 1 ft CITY OF I IRAIGATION PLAN -IARIG. SCHEDULE """"'"' SCT "'" ,0/,0/" " " I .•.:;:.--::.. I ~ a,oo,og/B"'<d,og/M,;, """ O.p< 40() SOVTl-1 43rd STfEET --DATUM NO. I REVS>ON I "' I DA1E I N'PR I " ---7 RENTON, WASHtlGTON 98055 A-NNN UJ 0 0 (.) UJ ...J u:: s X LANDSCAPE and IRRIGATION PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER J/IBDICAL OFFICE BUILDING EXPANSION GRADE AND FILL ,.,,..,.,.,..., ~ DllilENSWNS A.RE 1,UNllilUlil CL[AR,f,.l,,C[S Al..1-IRR1GATIO"I SUEVUiG TRE!<K:11 BACKFILL 1,tAlERW.. TO BE CLASS ·e· OR 8CTTER (i,,v.x o,;: 10~ PASSING ~40 SCREEN) AND BE COWPACTED fO t,1IN 95~ OPTllilUt.l 0E"1SITY PER ASTt.! D-1557-70 (lilOOFIED PROClOR) Sl.EEVE/TRENCHING DETAIL ~C.....CPER--".t(;TUR[ll> ==- RAN SENSOR DET AL NO ,arr T1'E S,,.CKFLOW 0E\11CE TO KAVE: 6" l,ll"lll,IUl,I UNOBSTRUCTED CL.EAAANCE ON AU SIDES ( e,c 1P1cR c1n sros ) POINT OF CONNECTION (P.O.C.) DETAIL ~ \8il+1 ' ~~liRc7,.uP~~G \/.<.!.VE ~u~i FT 7/8" GRAVEL QUICK COUPLING VALVE ASSEMBLY -=-:.=··· BY I DATE I A.PPR 1;.,;":::,.1 ~ 1i1oY1fo7To7T6T AS W()Y jl0/10/161 AS ~ CITY OF RENTON P1orrnin9/8uild1n9/Public Works Dept. CITY OF FENTON DEPARTMENT OF PUa...lC WCIAKB --------~----- """'---- Jlt ' CE!illf"ICATE"lo n• ' ~ ~~ ~ ~~ ~ ~ ii" ~~N<"f ON al ti ~ g;:~ ~ I ~: ~ ~ ~~ ~ g~~ '.:'.i -i.::.:!...:!.. t551 ~··a.,,,. o.,~f!··~ .::, \ ... ' . : X I o,s. .-· .. 8, co•• IRRIGATION PLAN -NOTES and DETAILS IJW MEDICN: -VALLEY MEDICAL CBITBI MSJICAL OFACE EIUILDINCl EXPANSION 400 SOUTH 43rd STREET RENTON, WASHIIIGTON 98055 w 0 0 (.) w ...J u: g )( LANDSCAPE and IRRIGATION PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER DAP EMITTER TUBING f1N1SHCRAD£ ~ --,·,oo,o,,c-::o,~" -AfJTOW.HC rw BLANKTU811..C COMPf!£S5IONELBOW '""'"'-' ·I] BRICKSUPPO!lS -~""""' -2Cf7/8"WASHEO ~ GRAV£L5UWP AUTOMATIC FLUSH VALVE DETAIL ti\ 1F1 JZ ~.llR/V.t£UUMRELIEfVALVE 1/2"PVCTEE COlilPR[SSIONM!APTER maw '~ g:7~K-T~~~-TYP!OO ~~~7~PWASHED '°" AJR/VACUUI.IRWEFV ... LVEC ... NNOTBECONNECTEOLOWERTHANORIPLINELATERALS f0RUS£0NZCW<IES0f7GPI.IORLESSONLr(PLUM8EDTOTUBING) 1/2" AJANACWM RELIEF VALVE DETAIL MEDICAL OFFICE BUILDING EXPANSION GRADE AND FILL _[ FLUSH WITH LAWN g:1,ANOtMCK rii!. Ji\w REMOTE CONTROL VALVE, PFESSUAE ~TOA AND ALTER DETAIL -PRESSURE REGULATOR ~iim~~TENSION BR1CM SUPPOfHS 1 CF 7/8" WASHED GAAVELSUlilP GALVANIZED TIE-DOWN STAKES AT .5' OC ~ ~~prilsJ1iN ADAPTERS PVC SUPPLY MANIFOLD NOTES TYPICAL SEE PLANS & LEGEND FOR ALL DIMENSIONS ANO LATERAL SPACING RA110 OF LATERALS TO START MAY VARY PER HYDRAULIC DEMAND CENTER-FEED SUPPLY SUB--MANFOLD DETAIL MOY f10/10/16I AS 1§':::,_.I .......... : . .:::, •. ® ~ CITY OF RENTON Plcnn,ng/Buold,ng/Publ,c Works Dept. --crry OF RENTON DEPARTMENT OF PUal..lC WOAK8 ________ .... ___ _ ________ .... ___ _ ________ .... ___ _ I' 8 ~ 2 ~~~g ~Ol'f '? ~ ;_&& ~~~~ IRAIGA TION PLAN -NOTES and DETAILS UW MEDICN: -VAL.lEY MEDICAL CB/TER MEDICAL OFACE BUILDING EXPANSION 400 SOIJTl-l 43rd STREET RENTON, WASHNGTON 98055 w D 0 (.) w ...J u:: )( ~ )( ~ r-20· ~ TREE RETENTION PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER 6" DECIO. MEDICAL OFFICE BUILDING EXPANSION GRADE AND FILL Ju ~~DECIO. ~~DECIO. ~:DECIO ~"DECI~// IL / I --../ r-v Jo~~- ~/ REVISION / // I I / I I I I I I I I I I I I MOY [1i:i/10/16f AS 10/10/16] AS av I DATE I APPR CCC~~ r---j---1 ~~~~-P ···· } :: -----f--~ ------4------===-- .!. • L f • ~ CUITF1CAT£ .. o 774 EETO BE RETAINED COUNTED IN CALCS) --_,,, -=t=",..'!!, •• I§:::.. I ~ ft -1 CITY OF RENTON P1ann,ng/Build,n9/Public Works Dept. CITY OF RENTON DEPARTMENT OF PUM..IO WOAC.8 --------"'"'----________ .... ___ _ ________ .... ___ _ ... ___ _ TREE RETENTON PLAN ~ 5 X ;,... ;t <I: "'1NN ON~ cCONr-. z ""'° co ~;~~ ~~~~ UW MEDICIIE -VALLEY MEDICAL CENTER MEDICAL OFACE BUILDING EXPANSION 400 SOUTH 43rd STREET RENTON, WASHtlGTON 98055 ' w Cl 0 () w ..J u:: X X X X TREE RETENTION PLAN FOR UW MEDICINE -VALLEY MEDICAL CENTER MEDICAL OFFICE BUILDING EXPANSION GRADB AND FILL ~,_ -~-~ .~~ DEPARTMENT OF COMMUNITY AND ECONOMIC DEVELOPMENT -----Renton e TREE RETENTION WORKSHEET l'tannlnc Olvklon 1055 S.0Uth Grady W1y-Renton, WA. 98057 Phone: 425-430-noo I www rentoo1111a 10~ 1. Total number of trees ever 6" diameter 1. or alder or cottonwood trees at least 8" in diameter on project site 2. Deductions: Certain trees are e,c:duded from the retention calculation: Trees that are dangerouil Trees in proposed public streets Trees In proposed private access easements/tracts Trees In cntical areas1 and buffers Total number of excluded trees: 3. Subtractllne2fromlltttl: 35 trees 0 trees --0--trees --0--trees ~trees 0 trees 35 trees 4. Next, to determine the number of trees that mun be retainecr', mult,ply IJM J by. 0.3mzonesRC,R-1.R-4, R-6orR-8 0.2mallotherresiden:ialzones 0.1 m allfommert1alland 1ndu~trial zones 5. List the number of 6M in diameter, or alder or cottonwood trees over SM in diameter that you are proposing5 to retain~: 6. Subtract One 5 from UM 4 for trees to be rep&acad: (ti hne 6" ,..-o or~,. uop ~ .... No repw(OHnfflt tr HS ,re req,ured) 7. Multiply Une 6 bv 12" for number of ,-quired replacement Inches: 8. Proposed sJ2e of trees to meet addltkmal plantinc requirement: (Minimum r c .. lDff t'"5r«gund for replacement odlenwbeentfl OI 9. Divide liM 1 by IIM B for number of replacement trees 1: (If remainder is .5 or grt-at,r, round up to the nu! whole number] 1 M<>asure<lat•>'at,o,,,e1rade 3.5 trees 2 trees _2~_ trees ~ inches ~ inches per tree B trees 1 A 1,..,. ce<lified, ,n a _,tten r~rt. 4> H...:I, term,""lly d•>e•..-d, damitiad, or otherw,>e d.ofl&"IOU> lo per>0M or prnp••<ty t,y ii hcen>ed l•ndscap,earch,tect.orce<t1fiedi,borht,andapPfovedbytheCrty. 'trit,c.l are.», such n ..,.,,!Land,. ,t,e.ni,, lloodplillns ilnd p,otl'Cled !Joi'"", are doflnt-d ,n U•K • i-0~0 'c.o...n1onlytho...,.,,,.,.,ot,ereti1r1~dout"6eoltr1truli1reu1ndbuffers 'The Crty mayo reql.lre mod1hc.at,on of !lie trtt retention plan to ensure rnent,on of the ma.lmum number of trees per iMC 4..t-130H1a • When Ille requ,re<I numtler of Pfoll!'Ctrd Utts c.aruiol be reta,~ed, rep(acemenl tre-e,. 111,llh ii least• 1wo-1nch 12") caliper or ~n ~'II'"" ill lo:~SI .,. feet (6") t.ill, sh.ii be p~ntNI Stt ~ 4-"'-130 Ii l.e M for prolubrted type> of replacement trttS ' H\([0\0•U\f<lrm,;-T~mpt•tHl'><'lf ... ip"'1-to\Plonn,nc\l""'"-eten!IO<IWof-OOU NOTE: SEE LANDSCAPE SHEETS L-1 AND L-2 FOR REPLACEMENT TREE LOCATIONS AND SPECIES NO MOY 110£10/16 11,.,';_";,. 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TREE RETENTON PLAN I ~ ~ 5 X ;N i!: < ~n:::1 ~ Cl CON r--z O'I <.O co ~;:;;:;; ~~I~ UW MEDICtE -VALLEY MEDICAL CENTER MEDICAL OFFICE BUILDING EXPANSION 400 SOUTH 43rd STREET RENTON, WASHNQTON 98055 ' ! Al-NNININIAIAI '· _ _S~_ 43RD ST. --. ' r----~~-/-- site plan review VALLEY MEDICAL CENTER , I I N EB BIOLOGICAL ASSESSMENT/CRITICAL AREAS STUDY Valley Medical Center -Renton, WA Prepared for: Daniel Pedersen, CHFM Construction Project Manager Valley Medical Center 400 South 43,n Street Renton, WA 98055 Prepared by: HIE WATERSHED COMl'ANY 750 Sixth Street South Kirkland . WA 98033 p 425.822.5242 f 425.827.8136 watershedco.com October 2016 The Watershed Company Reference Number: 160113 The Watershed Company Contact Person: Ryan Kahlo, PWS Ecologist Cite this document as: The Watershed Company. October 2016. Critical Areas Report: Valley Medical Center, Renton, WA. Prepared for Valley Medical Center. TABLE OF CONTENTS 1 Introduction ......................................................... 1 1.1 Background and Purpose ............................................................................. 1 1.2 Description of Project Area ........................................................................... 2 1.2.1 Panther Creek .................................................................................................. 3 1.2.2 Panther Creek Buffer ...................................................................................... 3 2 Project Description ............................................. 6 2.1 Mitigation Sequencing ................................................................................... 7 2.1.1 Avoidance ........................................................................................................ 7 2.1.2 Minimization ..................................................................................................... 7 2.1.3 Mitigation ......................................................................................................... 8 3 Buffer Modification Criteria ................................ 9 4 Endangered Species Assessment.. ................. 12 5 Mitigation Plan Details ...................................... 13 5.1 Mitigation Plan Overview ............................................................................. 13 5.2 Mitigation Goals and Objectives ................................................................. 13 5.3 Performance Standards ............................................................................... 13 5.4 Techniques and Plans ................................................................................. 14 5.4.1 Construction Notes and Specifications ...................................................... 14 5.5 Monitoring Program ..................................................................................... 15 5.5.1 Monitoring Methods ...................................................................................... 15 5.5.2 Site Maintenance Requirements .................................................................. 17 5.6 Contingency Plan ......................................................................................... 17 5.7 Site Protection ............................................................................................. 18 6 Summary ............................................................ 18 LIST OF EXHIBITS Figure 1. Vicinity Map for Valley Medical Center. ............................. . ........ 2 Figure 2: Approximate Project Location ......................................................................... 3 Figure 3: Existing gravel parking lot to be converted to expanded parking garage ........ .4 Figure 4: Buffer reduction area, does not include forest in background ........................ .4 Figure 5: Buffer addition area, includes forest in background and a portion of the gravel parking lot in the foreground ..................................................................... 5 Figure 6: Buffer enhancement area..... . ........................................................... 5 Figure 7: Temporary buffer impact area due to grading .................................................. 6 APPENDICES Appendix A Appendix B The Watershed Company October 2016 CRITICAL AREAS REPORT V AL LE Y MEDICAL CENTER -RENTON , WA 1 INTRODUCTION 1.1 Background and Purpose Th e purpose of thi s re po rt is to d oc u me nt poten tia l cr iti ca l a rea impacts o n Pa nthe r Creek a nd it s associa ted bu ffe r adj ace n t to the proposed pa rkin g ga ra ge ex pa ns ion at Vall ey Med ica l Ce n te r. The prope rty is located a t 3915, 3917, a n d 3921 Ta lbot Road S. in th e Cit y o f Re nton (Pa rce ls #302305-9111 , 885767-0050, - 0040, -001 0, & -0100). Th e p roje ct area is currently co mpose d o f the ex isting g rave l a nd pav ed parking a re as a long wi th so me la nd scape tree s and shrubs. The no rth ernmost po rtion of the project a rea is loca ted with in the s tand a rd bu ffe r for Panthe r Creek, alth oug h this portion o f th e bu ffe r is p ri ma ri ly withi n ex is ting impervious areas. As s ummarized in the Wetla nd and Stream Delinea tion Repor t (Appe ndi x A) pre p a red for this property (Th e Wa te rs he d Compan y, March 2016), Pa n the r C reek requires a 115-foot s ta nd a rd b u ffe r w idth . The a p pl icant p ro p osed reducing the s tand a rd b uffer w idth thro ug h a co mbina tion of buffe r averagi ng a n d bu ffer reductio n with e nh an ce me n t to acco mmoda te th e proposed ex pa ns ion . Buffe r reducti o n w ith enhan ce me nt w ill be uti li ze d in a ll a reas w he re a reducti on o f the s ta nda rd buffer to th e minimum -a llowed 90 fee t. For th ose a reas w he re it is necessary to re duce the s tan d a rd buffe r to less th a n 90 feet (up to the m inimum - a llowe d 75 feet), bu ffe r ave rag in g is proposed. Add itio na l stream buffe r a rea s w ithin the reduced buffe rs wi ll be te mpora ri ly impacted by necessa ry g ra ding ac tiv ities. Pro p osed buffe r mo difi ca tion s and te mpo rary impac ts a re s u mm a rized in Ta ble 1 be low and on the m iti gati on plan (see Appendi x B). Ta ble 1. Wetl and buffer mod ifi c atio n and impact s ummary Type of Modification Area of Impact Mitigation Proposed Buffer Redu ction 1,948 squa re feet 2 :1 ra tio of enhan cem ent in degrad ed buffer Buffer Averaging 3,42 2 square feet 1: 1 ratio of buffer addition with enhancemen t Tempo rary Buffer Impacts 6 ,271 squ are fee t Re sto rati o n and enhan ce me nt of d istu rbed area Biological AssessmenVCritical Areas Study: Valley Medical Center Proposed buffer impacts will require buffer modification and wetland/buffer restoration. This will require City approval of this critical areas report. This report fulfills the criteria of the Renton Municipal Code (RMC) specific to stream buffer modifications and presents a detailed discussion of th e habitat and vegetation on-site and how the proposal can be impl em ente d with no net loss of on-site or off-site cr iti ca l area functions and va lu es . 1.2 Description of Project Area The project area is located on the Valley Medical Center (VMC) campus near the intersection of Talbot Road Sand S 177<h Street, between Talbot Road Sand Highway 167. The specific project location is adjacent to an existing parking garage and is situated atop existing gravel and p aved parking lots. The site is located in Sections 30 & 31, Township 23 North, Range 5 East; Black Riv e r Drainage Basin; Duwamish-Green Watershed Resource Inventory Area (WRIA 9). Figure 1. Vicinity Map for Valley Medical Center. / 2 . $ g Ori li :i Kent r ! ~·f 2:h u'B li cn ~ i : 5 l l\61h I ~ar R1 Nat1$ail Z o' ... ,!',:, 5 !16(1tt,St " Btnson Hi ll l " .; 5:rnm :;, 'iot JEJ -13 .6~.943.864¥ 6,02~, 05.39034 Meters ... ! ,;.t w •!ti ~1 M " Figure 2: Approximate Project Location 1.2.1 Panther Creek The Watershed Company October 2016 Panther Creek is located at the bottom of the ravine, approximately 100 -1 15 feet north of the project area. The creek enters the VMC property via a culv e rt beneath Talbot Road S. and flows in a generally western direction. Panther Creek is documented to co ntain co ho and chum salmon and cutthroat trout. As a documented fish-bea ring stream that is not considered a shoreline of the sta te, Panther Creek is classified as Type F, per RMC 4-3-050.G.2. 1.2.2 Panther Creek Buffer The genera l buffer areas on the VMC property are situated on a modestly steep slope that slopes downhill from the project north towards Panther Creek. The buffer is mostl y forested with well-established bigleaf maple, black cottonwood, and western red cedar trees w ith an understory dominated by Himalayan b lackberry, salmonberry, and Eng lish iv y. Diversi ty is very limited in the buffer, although the trees are la rge and provide s ignificant shade to Panther C re ek, helping maintain lower water te mperatures and providing detritus and organic material s into the c re ek. The large trees also prov ide erosion control on the stee p s lopes. 3 Biological Assessment/Critical Areas Study: Valley Medical Center Figure 3: Existing gravel parking lot to be converted to expanded parking garage. Figure 4: Buffer reduction area , does not include forest in background . 4 The Watershed Company October 20 16 Figu re 5: Buffer addition area , includes forest in background and a portion of the gravel parking lot in the foreground (to be restored). Figure 6: Buffer enhancement area . 5 Biological Assessment/Critical Areas Study: Valley Medical Center Figure 7: Temporary buffer impact area due to grading . Within the project area, however, the proposed buffer reduction areas arc almost entirely composed of the existing gravel parking lot. The proposed grading activities (temporary buffer impa cts) will extend into an area north of the proposed garage expansion that was a concrete patio prior to 2009. The patio and the house it was once assoc iated with were removed in 2008-2009. Following removal of the patio, black cottonwood saplings and a dense Himalayan blackberry thicket colonized the area. Much of the proposed buffer addition area is similar in character to the majority of the Panther Creek buffer in the project vicinity. This area is generally forested with estab lished bigl ea f m a pl e and western red cedar trees in the canopy, with an understory of osoberry and English ivy. A portion of the buffer addition area also includes an ex isting gravel p a rking lot that will be aba ndoned, and restored with a native plant community. 2 PROJECT DESCRIPTION 6 The proposed project includes a seven story, 360,000 square-foot ex pansion of the existing parking garage. Associated improvements include staff access ramps, a revised fire lane, upgraded landscaping, and stormwatcr improve m ents through th e use of a 35,000 cubic-foot retention vault. The Watershed Company October 2016 Stormwater management for this project is based on the City of Rcnton's requirements for the watershed. Detention will be provided to meet Level 2 flow control. The detention facility is sized such that discharge will meet the pre- development rate of runoff for the forested land condition. The Western Washington Hydrology Model has been used to size the detention facility. Water quality will be preserved by using the Modular Wetland System, an enhanced water quality BMP as approved by Washington Department of Ecology. The discharge point will not change from the existing discharge location, into the municipal stormwater system along the primary access road. The project will completely avoid direct and indirect stream impacts. No in- water work or stormwater discharges are proposed in Panther Creek. The project will incur unavoidable stream buffer impacts. Direct buffer impacts will be temporary in nature and arc required to accommodate grading activities at the top of the steep slope to the north. Permanent buffer impacts will be avoided through buffer modification (reduction with enhancement and averaging). The buffer modification is necessitated, since the standard buffer protrudes into the existing gravel parking lot, where the expansion is proposed. All buffer modification will be offset through enhancement of the existing standard buffer at a 2:1 ratio and buffer addition with enhancement at a 1:1 ratio. 2.1 Mitigation Sequencing Pursuant to RMC 4-3-050.H.2, this project must demonstrate appropriate mitigation sequencing. Applicants arc required to first avoid stream and buffer impacts, then minimize unavoidable impacts, and lastly provide compensatory mitigation for unavoidable impacts. 2.1.1 Avoidance The majority of site development is located outside of the 115-foot stream buffer. The project will completely avoid all direct and indirect stream impacts. No construction activities or stormwater discharges are proposed in Panther Creek. Following modification of the standard stream buffer, all direct stream buffer impacts will be temporary, as a result of the proposed grading activities. 2.1.2 Minimization Minimization techniques were utilized during the design process in order to limit the extent of wetland and buffer modification necessary to fulfill the project purpose. Minimization measures included: Reducing the total size of the expansion to avoid buffer impacts beyond those allowed using buffer reduction with enhancement and buffer averaging. 7 Biological Assessment/Critical Areas Study: Valley Medical Center • Using a stormwater detention vault in place of an above ground detention pond, limiting the amount of buffer modification required. • Relocating the pedestrian ramp to allow for the buffer addition area to be more continuous with the standard buffer. Best management practices will be followed during construction to maintain identified clearing limits and avoid incidental disturbance. • Silt fencing will be placed at the edge of the clearing limits between work areas and Panther Creek to minimize the potential of sediment entering the creek. • The buffer modification is the minimum necessary to accommodate the proposed structure. Buffer reduction through enhancement is the preferred option and is proposed wherever feasible given the minimum-allowed buffer width of 90 feet for this option. Buffer averaging, with enhancement of the addition area, is only proposed for areas where reducing the standard buffer to less than 90 feet is necessary to accommodate the proposed structure. At no point, is the standard buffer reduced to less than 75 feet. 2.1.3 Mitigation 8 All temporary stream buffer impacts require mitigation; mitigation areas and actions are summarized in Table 1 above. All proposed mitigation actions will occur on-site. The temporarily impacted buffer will be restored and enhanced at the impact site in accordance with RMC 4-3-050.H.2.d. The buffer enhancement area is located just west of the project area and composed of a Himalayan blackberry monoculture. The invasive species will be cleared, and the area will be planted with a dense, native tree, shrub, and groundcover community appropriate for the landscape. Similarly, the buffer addition area located just east of the project area includes both existing forest and existing gravel parking lot. The forested portion contains large trees, but the understory is relatively sparse and contains substantial English ivy. Even in its current condition, the forested buffer addition area provides greater buffer function than the buffer reduction area, which is a gravel parking lot. In order to farther improve buffer function, the English ivy will be removed, and the understory will be enhanced with additional native trees, shrubs, and groundcovers. The buffer addition area that is, itself, a gravel parking lot represents a net equivalent to the reduction area in its present state. However, this portion of the buffer addition area will be cleared of gravel, decompacted, and planted with a dense native, tree, shrub, and groundcover community. This will represent a substantial lift in buffer function compared to the existing condition. The affected buffer areas will be permanently protected with a split rail fence and NGPA signs. The Watershed Company October 2016 To ensure a net improvement in ecological function buffer reduction through enhancement will occur at a ratio of 2:1, exceeding the minimum required 1:1 ratio. Buffer addition with enhancement (buffer averaging) will maintain the required 1:1 ratio. To mitigate for temporary buffer impacts, in-place buffer restoration is proposed at a 1:1 ratio. The temporary grading impacts arc located partially within the existing gravel parking areas and within an area dominated by black cottonwood saplings and dense Himalayan blackberry. Most of the vegetated area is situated atop a former concrete patio, and it lacks structural and species diversity. Replacing this area with a dense, native plant community will represent a substantial improvement in buffer function from the existing condition. The proposed restoration will provide a compensatory level of protection for the critical area and will offset the disturbance associated with modification of the standard stream buffer. 3 BUFFER MODIFICATION CRITERIA The following discussion identifies how the proposed project complies with the stream buffer modification requirements in under RMC 4-3-050. 1.2.a -Criteria for Reduction of Degraded Stream Buffer Width with Enhancement: A reduced buffer will be approved in a degraded stream buffer only if: i. Tt will provide an overall improvement in water quality; The buffer area which will be reduced is located in an area composed of a gravel parking lot. As an effectively impervious surface with regular vehicular traffic, the gravel parking lot is considered a pollution-generating surface. Urban storrnwater can have significant detrimental impacts on salmonids. Sediments, heavy metals, polycyclic aromatic hydrocarbons (PAHs), pesticides, and nutrients can enter waterbodies through bank erosion, road run-off, landslides, or overland flow. Heavy metals and PAHs, which are both associated with cars and runoff from roads and parking lots, are disruptive to salmonid physiology and behavior. Therefore, stormwater generated through impervious surfaces with vehicular use is among the highest water quality concerns for salmonids. With the adjacent buffer area sloping steeply downhill towards Panther Creek, the storm water has the potential to reach the stream. Replacing the existing gravel parking lot that has no stormwater controls with the parking garage that will retain and treat stormwater represents an overall improvement in water quality. Similarly, the buffer enhancement area, which is 50 percent larger than 9 Biological Assessment/Critical Areas Study: Valley Medical Center 10 the reduction area, is currently composed of a Himalayan blackberry monoculture. Blackberry typically has shallow roots and is not proficient at trapping and filtering sediments and pollutants. Replacing the blackberry with a dense native tree, shrub, and groundcover community will increase root depth, general complexity, and vertical structure, all of which improves water quality functions provided by the buffer. ii. It will provide an overall enhancement to fish, wildlife, or their habitat; The existing gravel parking lot provides no habitat function related to Panther Creek and neither will the proposed parking garage. However, replacing the Himalayan blackberry monoculture with a mix of native trees, shrubs, and groundcovers will increase shade, future large woody debris recruitment, and allochthonous input of detritus, insects, and organic materials. This represents a net improvement in buffer habitat function. iii. It will provide a net improvement in drainage and/or stormwater detention capapilities; The buffer reduction area, in its current condition, is effectively impervious and is not subjected to significant stormwater controls. Once converted to a parking garage, runoff will be captured and detained, with a release rate that mimics the natural forested condition. The buffer enhancement area will experience improved drainage by increasing the degree of vertical structure that can slow runoff on the hillside above Panther Creek. This represents a net improvement in drainage and stormwater detention from the current condition. iv. It will not be materially detrimental to any other property or the City as a whole; The project is designed to meet all applicable code and zoning requirements of the City of Renton. No detrimental effects to other properties or the City are anticipated. v. It will provide all exposed areas with stabilized native vegetation as appropriated; All temporary buffer impacts will be restored with a native tree, shrub, and groundcover community. vi. The request is not made in conjunction with buffer reduction; This requirement is somewhat ambiguous, as implementation of this provision is, by definition, for the purpose of achieving buffer reduction. This ambiguity was discussed with City of Renton Senior Planner, Clark Close, and his interpretation was that this requirement was intended to prevent "double dipping" by using buffer reduction with enhancement in addition to buffer The Watershed Company October 2016 averaging within the same buffer segment (email communication, September 9, 2016). Mr. Close clarified that buffer reduction with enhancement is allowed in conjunction with buffer averaging, provided the two options are applied to different buffer segments. This proposal does not apply buffer reduction and buffer averaging to the same buffer segments and therefore, meets the intent of this code provision. vii. lt will provide, as part of the buffer reduction request, buffer enhancement plan prepared by a qualified professional and fund a review of the plan by the Cihj's consultant. The plan shall assess habitat, water quality, stormwater detention, groundwater recharge, shoreline projection, and erosion protection functions of the buffer, assess the proposed modification on those functions; and address the six criteria above. A buffer enhancement plan is included as an appendix to this report (Appendix B). This report addresses the remaining criteria listed in this provision. The following discussion identifies how the proposed project complies with the stream buffer modification requirements in under RMC 4-3-050.1.2.b -Criteria for Approval of Averaged Stream Buffer: Buffer width averaging may be allowed only where the applicant demonstrates all of the following: i. There are existing physical improvements in or near the water body and associated riparian area; The existing parking garage, gravel parking lot, and administrative buildings are all located within the standard Panther Creek buffer. ii. Buffer width averaging will result in no net loss of stream/lake/riparian function; The area proposed for buffer reduction is located within the existing gravel parking lot. The area proposed for buffer addition is partially located within the existing forested area and partially within another gravel parking lot. The entire buffer addition area will be enhanced under this proposal to ensure a net improvement of buffer function. iii. The total area contained within the buffer after averaging is no less than that contained within the required standard buffer width prior to averaging; The buffer addition area will offset the buffer reduction area at a 1:1 ratio, maintaining equivalent buffer area contiguous with the standard buffer. iv. The proposed buffer standard is based on consideration of best available science as described in WAC 365-195-905; 11 Biological Assessment/Critical Areas Study: Valley Medical Center The buffer averaging plan has been prepared according to the best available science as applied on numerous similar projects by The Watershed Company in both design and review capacities. v. Where the buffer width is reduced by averaging pursuant to this subsection, buffer enhancement shall be required. The entirety of the buffer addition area will be enhanced through removal of invasive species and conversion of gravel parking lot to a dense native tree, shrub, and groundcover community. The temporarily impacted buffer area, which is within the reduced buffer area, will also be enhanced following completion of grading activities. The area currently supports only dense Himalayan blackberry and black cottonwood saplings. Native diversity will be substantially increased upon completion of the restoration/enhancement. 4 ENDANGERED SPECIES ASSESSMENT 12 Three salmonid-fish species are listed as threatened or endangered under the Endangered Species Act in the Puget Sound area. These species include Chinook salmon (Oncorhynchus tshawytscha) of the Puget Sound Distinct Population Segment (DPS), steelhead (Onchorhyncus mykiss) of the Puget Sound DPS, and bull trout (Salvelinujs confluentus). According to WDFW Priority Species and Habitat Data (PHS Data), WDFW SalmonScape, and WRIA 8 Fish Distribution Maps, none of these species are present in Panther Creek. Furthermore, no in- water work is proposed as part of this project, and no indirect stream impacts are anticipated. Therefore, the proposed project will have no effect on Puget Sound Chinook salmon, Puget Sound steelhead, or bull trout. According to U.S. Fish and Wildlife Service's Information for Planning and Conservation, other threatened or endangered species that should be addressed in the project area include marbled murrelet (Brachyramphus marmoratus), streaked homed lark (Eremophila alpestris strigata), and yellow-billed cuckoo (Coccyzus americanus). None of these species have been documented in the project area per PHS Data. Furthermore, there is no suitable habitat for any of these species in the project vicinity. Nesting marbled murrelets require old- growth/mature coniferous forests in dense coastal stands; yellow-billed cuckoos require large, continuous riparian corridors populated by dense willow and cottonwood forests; and streaked homed larks require open grasslands, prairies, herbaceous balds, or sandy islands. None of these habitats is present in the project vicinity. Therefore, the proposed project will have no effect on marbled murrelets, yellow-billed cuckoos, or streaked homed larks. The Watershed Company October 2016 No other endangered, threatened, sensitive, or priority species are documented by PHS Data for the property. No such species were observed during site inspections, and no additional critical wildlife habitat is present. 5 MITIGATION PLAN DETAILS 5.1 Mitigation Plan Overview The proposed mitigation plan fulfills the requirements of RMC 4-3-050.H. In order to allow for the proposed parking garage expansion and associated grading activities, stream buffer modification and unavoidable temporary stream buffer impacts will occur. Buffer modification will take the form of reduction with enhancement and buffer averaging with enhancement. Temporary stream buffer impacts, will also be restored and enhanced in-place. As described above, buffer averaging will occur at a 1:1 ratio, and buffer enhancement will occur at a 2:1 ratio (enhancement area: reduction area). 5.2 Mitigation Goals and Objectives 1. Within the proposed restoration areas, establish dense native vegetation that is appropriate to the eco-region and site. 2. Where indicated on the plan, areas within the restoration area will remain substantially vegetated with a preponderance of native trees, shrubs, and groundcovers and will contain little invasive or noxious weed cover. 5.3 Performance Standards The standards listed below will be used to judge the success of the installation over time. If performance standards are met at the end of Year 5, the site will then be deemed successful and the performance security bond will be eligible for release by the City of Renton. 1. Survival: Achieve 100% survival of installed tree and shrub plantings by the end of Year 1. This standard can be met through plant establishment or through replanting as necessary to achieve the required numbers. Individual groundcover plantings cannot be feasibly counted. Therefore, groundcovers shall be monitored for areas of obvious mortality and appropriate replacement quantities recommended by the restoration professional to ensure satisfaction of the native cover standard (below). 2. Native Cover: 13 Biological AssessmenUCritical Areas Study: Valley Medical Center a. Achieve 50% cover of native trees, shrubs, and groundcovers by Year 3. Native volunteer species (but not grasses) may count towards this cover standard. b. Achieve 80% cover of native trees, shrubs, and groundcovers by Year 5. Native volunteer species (but not grasses) may count towards this cover standard. Trees and shrubs must account for a minimum of 65% cover. c. Species diversity: Establish at least three native tree species, four native shrub species and one native groundcover species by Year 3 and maintain this diversity through Year 5. Native volunteer species (but not naturalized grasses) may count towards this standard. d. Invasive cover: Aerial cover for all non-native, invasive and noxious weeds within the buffer planting areas will not exceed 10% at any year during the monitoring period. Invasive plants are defined as those listed by the Washington State Noxious Weed Control Board as Class A, B, or C. 5.4 Techniques and Plans 14 5.4.1 Construction Notes and Specifications General Work Sequence 1. Install silt fencing around all clearing limits. 2. Prepare the planting areas: a. Remove gravel, fill material, garbage, and debris; b. Clear all Himalayan blackberry and English ivy from the planting areas, making sure to remove the roots. c. Rototill to de-compact soils and incorporated three inches of compost into the upper nine inches of the soil. Do not rototill beneath the existini; tree canary. 3. All plant installation is to take place during the dormant season (October 15" -March l''). a. Prepare a planting pit for each plant and install per the planting details. b. Apply a blanket application of woodchip mulch, four inches thick, across all planting areas. 4. Install a temporary, above-ground irrigation system capable of covering the entire planting area. 5. Install a split rail fence between developed areas and the planting areas per details. The Watershed Company October 2016 Specifications 1. Compost: Cedar Grove Compost or equivalent product. 100% vegetable compost with no appreciable quantities of sand, gravel, sawdust, or other non-organic materials. 2. Fertilizer: Slow release, granular PHOSPHOROUS-FREE fertilizer. Follow manufacturer's instructions for application. Keep fertilizer in a weather-tight container while on site. Note that fertilizer is to be applied only in Years 2 through 5 and not in the first year. 3. Irrigation system: Automated system capable of delivering at least two inches of water per week from June 1 through September 30 for the first two years following installation. 4. Restoration Professional: The Watershed Company [(425) 822-5242] personnel, or other persons qualified to evaluate environmental restoration projects. 5. Wood chip mulch: Arborist chips (chipped woody material) approximately 1 to 3 inches in maximum dimension (not sawdust or coarse hog fuel). This material is commonly available in large quantities from arborists or tree-pruning companies. This material is sold as "Animal Friendly Hog Fuel" at Pacific Topsoils [(800) 884-7645]. Mulch must not contain appreciable quantities of garbage, plastic, metal, soil, and dimensional lumber or construction/demolition debris. 5.5 Monitoring Program 5.5.1 Monitoring Methods This monitoring program is designed to track the success of the mitigation site over time and to measure the degree to which it is meeting the performance standards outlined in the preceding section. An as-built plan will be prepared by the restoration professional (The Watershed Company [(425) 822-5242], or other persons qualified to evaluate environmental restoration projects) prior to the beginning of the monitoring period. The as-built plan will be a mark-up of the planting plans included in this plan set. The as-built plan will document any departures in plant placement or other components from the proposed plan. During the as-built inspection, the monitoring restoration specialist shall install monitoring transects in the wetland buffer restoration areas and establish photo points. Approximate transect and photo point locations shall be marked on the as-built plan. At least six, 50-foot transects shall be established in the planting areas, including at least two in each area -buffer enhancement area, buffer 15 Biological Assessment/Critical Areas Study: Valley Medical Center 16 addition with enhancement area, and the temporary buffer disturbance/restoration area. Monitoring will take place twice annually for five years, including a spring maintenance inspection and a formal monitoring inspection to occur in the late summer or early fall. Year 1 monitoring will commence in the first fall subsequent to installation. Spring Monitoring The spring maintenance inspection shall include the following, reported in a brief memo submitted to the property owner and/or maintenance crews: 1) Conduct a weed and maintenance inspection in the spring to identify any maintenance needs necessary to prepare the site for the upcoming growing season. 2) Summarize findings in a spring maintenance memo for the responsible party. Late Summer/Fall Monitoring The formal monitoring visit shall record and report the following in an annual report submitted to the City of Renton: 1) Summary of the spring maintenance visit recommendations. 2) Visual assessment of the overall site. 3) Year 1 counts of live and dead plants by species. 4) Counts of dead plants where mortality is significant in any monitoring year. 5) Estimate of native cover using the line-intercept method along established transects. All planted areas not directly covered by transects will be visually assessed and noted as to how they are meeting the performance standards. 6) Visual estimate of native groundcover. 7) Estimate of non-native, invasive weed cover within planting areas using the line-intercept method and/or visual estimates are practical; estimate invasive cover in wetland restoration and buffer mitigation areas separately. 8) Tabulation of established native species, including both planted and volunteer species. 9) Photographic documentation from fixed reference points and/or transect ends. 10) Any intrusions into or clearing of the planting areas, vandalism, or other actions that impair the intended functions of the mitigation area. The Watershed Company October 2016 11) Recommendations for maintenance or repair of any portion of the mitigation area. 5.5.2 Site Maintenance Requirements The site will be maintained in accordance with the following instructions for five years following completion of the construction. I} Follow the recommendations noted in the previous monitoring site visit and the spring maintenance memo. 2) General weeding for all planted areas: a. At least twice yearly, remove all competing weeds and weed roots from beneath each installed plant and any desirable volunteer vegetation to a distance of 18 inches from the main plant stem. Weeding should occur at least twice during the spring and summer. Frequent weeding will result in lower mortality, lower plant replacement costs, and increased likelihood that the plan meets performance standards by Year 5. b. More frequent weeding may be necessary depending on weed conditions that develop after plan installation. c. Do not weed the area near the plant bases with string trimmer (weed whacker/weed eater). Native plants are easily damaged or killed, and weeds easily recover after trimming. d. Ensure that established Himalayan blackberry canes outside of the planting areas arc cut back at least 10 feet from the planting areas. 3) Apply slow release granular fertilizer to each installed plant annually in the spring (by June 1) of Years 2 through 5. 4) Replace mulch as necessary to maintain a 4-inch-thick layer, retain soil moisture, and limit weeds. 5) Replace dead plants found in the summer monitoring visits during the upcoming fall/winter dormant season (October 15 to March I) or at the direction of the restoration professional. 6) Provide irrigation for the entire planted area with a minimum of one inch of water provided per week from June I" through September 30 1h for at least the first two years following installation through the operation of a temporary irrigation system. 5.6 Contingency Plan If there is a significant problem with the mitigation areas meeting performance standards, a contingency plan will be developed and implemented. Contingency plans can include, but are not limited to: soil amendment; additional plant installation; and plant substitutions of type, size, quantity, and location. 17 Biological AssessmenVCritical Areas Study: Valley Medical Center 5.7 Site Protection Permanent split-rail fencing and critical area protection area (CAPA) signs will be installed between the restoration areas and all developed areas. 6 SUMMARY 18 The proposed parking garage expansion will require modifications to the standard stream buffer associated with Panther Creek. Buffer modifications include reducing the standard 115-foot stream buffer to a minimum of 90 feet using buffer reduction through enhancement at a 2:1 ratio. Where it is necessary to reduce the buffer to less than 90 feet, buffer averaging is proposed to reduce the buffer to a minimum 75 feet. Buffer addition is proposed at a 1:1 ratio, and enhancement will be provided to the buffer addition areas. Other temporary buffer impacts resulting from grading activities will be restored and enhanced in kind. The buffer areas proposed for reduction are very poor quality, consisting of gravel parking areas. By replacing these areas with dense native buffer and enhancing existing buffer beyond the minimum required , the project will ensure an overall net gain in buffer function upon project completion. APPENDIX A The Watershed Company October 2016 Renton Valley Medical Center, Wetland & Stream Delineation Study If II WATERSHED (U,\\1'1\N'l March 1, 2016 Be cky Ha rdi UW Me dicine I Valley Medi ca l Ce nter Facilities Proje ct Mana ge r 400 S. 43"' Street Renton , WA 98055 Via e mail : Bec ky _Hardi@Va ll eymed.org Re : Wetland and Stream Delineation Report The Wa te rshed Company Refe rence Numbe r: 16011 3 Dea r Bec ky: SC I ENC E & D E SIG N We are pl eased to present to yo u the findin gs of our wetland and s trea m delineation study for th e north end of th e Valley Medical Ce nter campus. On February 1 and 4, eco logists screened th e stud y area for juri sdi ctional wetlands ,md s tr ea ms. Th e study a rea includ ed the approxim ate ly 3-acre northwes t corner and north edge of the property, includ ing th e no rthwest portion of Parce l 885767-0100 a ll o f Parcels 885767- 0060 , -0050, a nd 302305-9034, a nd the south ed ge of the adjace nt Pa rc e l 302305911 1. The encumbe rin g boundaries of ve rifi ed wet land s and streams were d e lineated and flagg e d on s ite . 750 Sixth Street South Kirkland. WA 9803] /' 425 .822 .5242 ( 425 .827 .8 136 wat ersh ed co .com Wetland and Stream Delineation Report -Renton Valley M edical Cente r H ardi, B. Figure 1 -Vicinity map showing the location of the subject property . .. , March 1, 2016 Page 2 Figure 2 -A 2013 aerial photog ra ph of the study area with subject parcels called out. Wetland and Stream Delineation Report-Renton Valley Medical Center Hardi, B. March 1, 2016 Page 3 Site History The City of Renton (COR Maps) depicts a large wetland area along the cast side of Highway 167 that overlaps with the southwest corner of the study area. Washington State Department of Transportation also has a mitigation site in this area. This report assesses on-site and adjacent wetlands and streams and provides a summary of relevant regulatory implications. The following documents are included: Wetland Determination Data Forms • Wetland Rating Forms and Figures • Wetland Delineation Figure Methods Public-domain information on the subject property was reviewed for this delineation stud y . These sources include USDA Natural Resources Conservation Service Soil maps, U.S. Fish and Wildlife Service National Wetland Inventory maps, Washington Department of Fish and Wildlife interactive mapping programs (PHS on the Web and SalmonScape), COR Maps, and King County's GIS mapping website (iMAP). The study area was evaluated for physical wetland characteristics using methodology from the Corps of Engineers Wetland Delineation Manual (Manual) (U.S. Army Corps of Engineers [Corps[ 1987) and the Regional Supplement to the Corps of Engineers Wetland Delin eation Manual: Western Mountains, Valleys, and Coast Region Version 2.0 (Regional Supplement) (Corps May 2010). Wetland boundary determinations are based on an examination of vegetation, soils, and hydrology. Soil, vegetation, and hydrologic parameters were sampled at several locations to determine wetland presence or absence. Data points on-site are marked with yellow-and black-striped flags. Wetlands were rated using the Western Washington Wetland Rating System 2014 Update (Ecology, Jan 2015). Findings The five parcels that form the study area lie within the Lower Green River sub-basin of the Duwamish-Green water resources inventory area (WRIA 9). The study area is located northeast of and adjacent to the corner of S 43"1 St and Talbot Rd S. The portion of the study area containing the three northeast parcels (Parcels 885767- 0060, and -0050, and 302305-9034) are mostly comprised of existing buildings and parking lots. Parcel 3023059111 borders these areas to the north and contajns a section of Panther Creek and forested area. Parcel 8857670010 includes a forested area containing Wetland A and a section of Panther Creek, which connects to a ditched stream in the northwest corner of the parcel. Wetland and Stream Delineation Report -Renton Valley Medical Center Hardi, B. March 1, 2016 Page4 Two areas dominated by reed canarygrass, one along the south side of Panther Creek and along Stream B, were assessed for wetland characteristics (DP-1, DP-4). Although a hydrophytic plant community is present at these locations, hydric soil and wetland hydrology criteria are not satisfied. Wetlands Our investigation determined that the large wetland mapped by the City or Renton which includes WSDOT mitigation plantings extends into the study area at the northwest corner. Wetland A Wetland A is a large riverine, slope, and depressional wetland located on Parcels 3023059111 and 8857670060. Panther Creek flows westward through the wetland and then turns north, paralleling SR-167. Surface seeps as well as Streams Band C provide additional sources of hydrology along the south side of Wetland A. The wetland is approximately two kilometers long and extends approximately 1.8 kilometers north of the study area along the east side of Highway 167 (COR Maps). The eastern edge of Wetland A was delineated on-site. The south section of the wetland is entirely forested, although large emergent and scrub-shrub sections are present in the wetland north of the study area. The dominant trees present in this area are black cottonwood, red alder and willow species. There is a diverse understory with a shrub layer dominated by Himalayan blackberry, red-osier dogwood, salmonberry, and willow, with an emergent understory dominated by creeping buttercup, reed canarygrass, giant horsetail, and slough sedge. Rooting zone soil at a depth of 0-6 inches is a very dark grayish brown (lOYR 3/2) sandy clay loam with dark yellowish brown (lOYR 3/6) concentrations (redoximorphic features) located in the soil matrix (see Wetland Delineation Map; DP-3). Soil at a depth of 6-14 inches is entirely a black (2.5Y 2.5/1). Saturation was present to the soil surface, and the water table was present at a depth of six inches at the time of our study in February 2016. Wetland A is a Category TI wetland. Under the 2014 Rating System, it scores seven points for water quality, seven points for hydrology, and seven points for habitat functions, for an overall score of 21 points. Streams Panther Creek Wetland and Stream De lin ea tion Report-Renton Vall ey Medical Center Hardi, B. March 1, 2016 Page 5 Panthe r Creek enters the far east side of the s tud y area throug h a cul vert and flows west to the far west boundary of the s tudy area. The creek is lined with Himalayan blackberry for the majority of the study area (Figure 4). A fe w mature coniferous and d eciduous nati ve trees prov ide sparse forested a reas a long Panther Creek in the eastern side of the study area (Parcels 3023059111 and 3023059034). According to WDFS SalmonScape, Panther Creek is used by coco and chum sa lmon species. Streams Band C Strea ms B a nd Center th e study area throug h cul ve rts a t th e north e nd of the west park ing lot. Stream C is a small tributa ry to Stream Band joins Stream B a pproximatel y 40 feet downstream of the culvert opening. Stream B flows north until joining with Wetland A, where a defined stream channel is no longer present. Stream B e nte rs Wetland A approxim ate ly 100 feet so uth of where Panthe r Creek flows through the wetland. Streams Band C arc h ydrologi ca ll y connected to Panthe r cree k through Wetland A via sheetflow and inundated wetland a reas, a nd there are no na tural barri e rs to fish passage. Th ese streams, th e re for e, hav e the pote ntial to provid e occasional fi s h habitat and arc classified as Type F streams. Photos Figure 3 -Panther Creek enters stud y area through a culvert on the east side of the study area. Photo taken 2/1/2016. Wetland and Stream Delineation Report -Renton Valley Medical Center Hardi, B. Figure 3 -Panther Creek looking west from culvert. Photo taken 2/1/2016. Figure 4-Stream B looking northwest. Photo taken 2/1/2016. March 1, 2016 Page 6 Wetland and Stream Delineation Report -Renton Valley Medical Center Hardi, B. March 1, 2016 Page 7 Local Regulations Critical areas in the City of Renton are regulated in the Renton Municipal Code (RMC), Title IV Development Regulations, Chapter 3 Environmental Regulations and Overlay District, 4-3-050 Critical Areas Regulations. In addition to critical area buffer setbacks, buildings and other structures must be set back 15 feet from the edges of wetland, stream, and habitat conservation area buffers. However, the City may impose or allow modifications to standard buffer widths of wetland and stream critical areas under certain circumstances. Wetlands According to RMC 4-3-050-G.9, wetlands are classified based on the 2014 Rating System (Hruby). Wetland buffers are measured from the wetland edge and are based upon the wetland rating, associated habitat score, and impact of land use. The adjacent land use would not be considered low intensity, therefore the buffer width for" all other land uses" applies. Wetland A is a category II wetland that rates as "moderate" for habitat functions, meaning it has a buffer width of 150 feet. Table I. Wetland rating and associated buffer width. Wetland Name Wetland A Water Quality 7 2014 Ecology Wetland Rating Hydrology Habitat Total 7 7 21 Category II Standard Buffer Width(ft) 150 Wetland delineations are valid in the City of Renton for up to five years from the study date of completion. This period may be extended if it can be confirmed that on-site conditions have not changed. Alternate buffer widths may be approved by the City of Renton if a detailed wetland study is submitted with clear rationale for why the standard buffer widths arc unnecessary and how the alternate buffer widths satisfy criteria identified based on best available science (RMC 4-3-050-G.9.d.ii). There are opportunities for buffer averaging and/or buffer reduction detailed in RMC 4- 3-050-1.3. A wetland buffer may be reduced if the reduced buffer will function better than the standard buffer, if it is never less than 75% of the standard buffer width, and if there are no slopes greater than 15%. Buffer averaging may be permitted such that the buffer is not reduced more than 25% of the standard buffer if it can be demonstrated that the proposed buffer is based on best available science. Reductions of greater than 75% require a variance. Buffer enhancement may also be necessary on a case-by-case basis. Wetland and Stream Delineation Report -Renton Valley Medical Center Hardi, B. March 1, 2016 Page 8 These modification options can be considered in more detail during design and impact assessment phases as the project progresses. Streams Streams are classified based on Washington State's Permanent Water Typing System (WAC 222-16-030, RMC 4-3-050-G.7.a). Status as Shoreline of the State, permanence of flow, and presence of fish or fish habitat are considered to make the stream class determination. Stream buffers are measured from the ordinary high water mark (OHWM). Type F streams are regulated under RMC 4-3-050 Critical Areas Regulations. A summary of stream types and buffer widths is provided in Table 2, below. Table 2. Summary of stream classifications and associated standard buffer widths. Stream Name Stream Type Standard Buffer Width (ft) Panther Creek Type F 115 Stream B Type F 115 Stream C Type F 115 If the stream buffer extends into a protected slope or a high landslide hazard, the stream buffer will be extended to the boundary of the protected slope or landslide hazard (RMC 4-3-050-G.2). The slopes of the ravine by the west side of Panther Creek in the study area are mapped as erosion hazard areas (not a protected slope or landslide hazard area) by King County iMap, although the standard wetland and stream buffers are more encumbering than the erosion hazard area. Further assessment by a geotechnical expert may be required in these areas. If a stream is adjacent to other high functioning critical areas, such as other streams or wetlands, the buffer may also be extended to the buffer of the other protected critical area to maintain contiguous vegetated corridors between streams and other critical areas (RMC 4-3-050-G.7.d.ii). There are options for buffer reduction or averaging listed in RMC 4-3-050-1.2. With buffer reduction, the minimum width possible for an F-type stream is 90 feet. Buffer averaging would also require enhancement and would need to preserve the original total area. The minimum buffer width at any point is 75 feet for F-type streams. Both buffer reduction and buffer averaging would need to be approved by the City of Renton. These modification options can be considered during design and impact assessment phases as the project progresses. All buffer reduction proposals must also first satisfy the mitigation sequencing criteria. This includes a showing of the steps that were taken to avoid the need for buffer reduction, including alternative proposals that were considered. Engineering feasibility, safety, and cost can all be considered as part of the justification for buffer reduction. If it can be demonstrated that a proposal cannot be redesigned to avoid buffer reduction, Wetland and Stream Delineation Report-Renton Valley Medical Center Hardi, B. March 1, 2016 Page9 then it must be shown how the proposal minimizes the modification to the greatest extent feasible. State and Federal Regulations Wetlands and streams are regulated by the Corps under section 404 of the Clean Water Act. Any filling of Waters of the U.S., including wetlands (except isolated wetlands), would likely require notification and permits from the Corps. Wetland A would not be considered isolated due to its connection to Panther Creek. Federally permitted actions that could affect endangered species (i.e. salmon or bull trout) may also require a biological assessment study and consultation with the U.S. Fish and Wildlife Service and/or the National Marine Fisheries Service. Application for Corps permits may also require an individual 401 Water Quality Certification and Coastal Zone Management Consistency determination from the Washington Department of Ecology and a cultural resource study in accordance with Section 106 of the National Historic Preservation Act. In general, neither the Corps nor Ecology regulates wetland buffers, unless direct impacts are proposed. When direct impacts are proposed, mitigated wetlands may be required to employ buffers based on Corps and Ecology joint regulatory guidance. The information contained in this letter or report is based on the application of technical guidelines currently accepted as the best available science and in conjunction with the manuals and criteria outlined in the methods section. All discussions, conclusions and recommendations reflect the best professional judgment of the author(s) and are based upon information available to us at the time the study was conducted. All work was completed within the constraints of budget, scope, property access, and timing. The findings of this report are subject to verification and agreement by the appropriate County, State and Federal regulatory authorities. No other warranty, expressed or implied, is made. Please call if you have any questions or if we can provide you with any additional information. Sincerely, Jasmine Palmer Ecologist Enclosures Ryan Kahlo, PWS Ecologist ! i I WATERSHED ('(l\\l'\'s) WETLAND DETERMINATION DATA FORM 750 Sixth Street South Western Mountains, Valleys, and Coast Supplement to the ===== Kirkland, Washington 98033 1987 COE Wetlands Delineation Manual II 11 (425) 822-5242 II DP-1 II watershedco.com Project Site: Renton Valley Medical Center Sampling Date: -=2/-'1/:.=2::::01:..:6:_ _______ ~ ApplicanVOwner: Renton Valley Medical Center Sampling Point: -.:,,DP'--C.C1,,..---------I Investigator: -ccR°'.Ka~h"'lo"-,"J'-'. P"a=lm"'-'=er'=-c-~-=~--------1 City/County: '7.R~enc=t::::o:.:.n ________ -l Sect., Townshio, Range: S 30 T 23N R 05E State: WA Landform (hillslope, terrace, etc): Slope I Slope(%): <5 Local relief (concave, convex, none): None Subregion (LRR): A I Lat Long: Datum Soil Map Unit Name: Alderwood gravelly sandy loam, 8 to 15 percent slopes NWI ciass1fication: None Are climatic/hydrologic conditions on the site typical for this time of year? 0 Yes D No (If no, explain in remarks.) Are 'Normal Circumstances" present on the site? ~ Yes D No Are VegetationD, Soil D, or Hydrology D significantly disturbed? Are VeaetationO, Soil D, or Hydrology D naturally problematic (If needed, explain any answers m Remarks.) SUMMARY OF FINDINGS -Attach site mao showina samollna ooint locations, transects, imoortant features, etc. Yes l3l Hydrophytic Vegetation Present? Hydric Soils Present? Wetland Hydrology Present? Yes [8J Yes D No D No D No 12J Is the Sampling Point within a Wetland? Yes D No [ZI Remarks: Click here to enter text. VEGETATION Use scientific names of clants. Tree Stratum (Plot size: Sm diam.) Absolute% Dominant Indicator Dominance Test Worksheet Cover Species? Status Poou/us ba/samifera 40 y FAC Number of Dominant Species ----------------< that are OBL, FACW, or FAC: Total Number of Dominant ----------------< Species Across All Strata: 40 Sapling/Shrub Stratum (Plot size: 3m diam.) =Total Cover Percent of Dominant Species that are OBL. FACW, or FAC· 4 75 (A) (B) (A/B) 2. ---------------------------, Prevalen:~~!~x 0 :~:sheet ~ 3 OBL species x1= FACW species x2- FAC species X 3 - =Total Cover FACU species x4= UPL species xS= Herb Stratum (Plot size: 1 m diam.) Column totals (A) 1Bl Phalaris arundlnacea 20 y FACW Enuisetum telmateia 15 y FACW Prevalence Index= B /A= Hvdroohvtic Veaetation Indicators 0 Dominance test is > 50% '-'-----------------------------< D Prevalence test iss3.0 • 10. 11 35 -Total Cover Woodv Vine Stratum (Plot size: I Hederahelix y =Total Cover % Bare Ground in Herb Stratum: Remarks: US Army Corps of Engineers FACU Morphological Adaptations • (provide supporting D data in remarks or on a separate sheet) D Wetland Non-Vascular Plants• D Problematic Hydrophytic Vegetation• (explain) ~ Indicators of hydnc soil and wetland hydrology must be present, unless disturbed or problematic Hydrophytlc Vegetation Present? Yes [2'J No D Western Mountains, Va/Jeys, and Coast -Interim Version SOIL Samollnn Point-DP-1 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features finches) Color moist % Color /moist) % Tvoe1 Loe' Texture Remarks 0-6 1DYR 2/2 100 Clay loam 6-12 1DYR 2/2 85 5YR3/4 15 C M,PL Clay loam 12-15 2.5Y 3/2 70 5YR 3/4 30 C M,PL Loamy sand 1Type: C=Concentration, O=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grams 2Loc: PL=Pore Lining, M=Matrix Hydrlc Soll Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Solls3 D Histosol (A 1 ) D Sandy Redox (S5) D 2cm Muck (A10) D Histic Epipedon (A2) D Stripped Matrix (S6) D Red Parent Material (TF2) D Black Histic (A3) D Loamy Mucky Mineral (F1) (except MLRA 1) D Other (explain in remarks) D Hydrogen Sulfide (A4) D Loamy Gleyed Matrix (F2) D D Depleted Below Dark Surface (A 11) D Depleted Matrix (F3) D Thick Dark Surface (A12) 0 Redox Dark Surface (F6) 3 Indicators of hydrophytic vegetation and wetland hydrology must D Sandy Mucky Mineral (S 1) D Depleted Dark Surface (F7) be present, unless disturbed or problematic D Sandy GI eyed Matrix (S4) D Redox Depressions (F8) Restrictive Laver (if present): I Type: Hydrlc soil present? Yes lZI No D Depth (inches): Remarks: HYDROLOGY Welland Hydrology Indicators: Primary Indicators (minimum of one required: check all that apply): Secondary Indicators (2 or more required): D Surface water (A1) 0 Sparsely Vegetated Concave Surface (B8) D Water-Stained Leaves (B9) (MLRA 1, 2, 4A & 4B) D High Water Table {A2) D Water-Slained Leaves (except MLRA 1, 2, 4A & 48) (89) D Drainage Patterns (B10) D Saturation (A3) D D Water Marks (B1) D D Sediment Deposits (B2) D D Dnft Deposits (B3) D D Algal Mat or Crust (B4) D D Iron Deposits (B5) D D Surface Soil Cracks (B6) D D Inundation Visible on Aerial Imagery D (67) Field Observations Swface Water Present? Yes D No Water Table Present? Yes 0 No Saturation Present? Yes 0 No (includes capillary fringe) Salt Crust (B 11) Aquatic Invertebrates (B13) Hydrogen Sulfide Odor (C1) D Dry-Season Water Table (C2) D Saturation Visible on Aerial Imagery (C9) D Geomorphic PosiUon (D2) Oxidized Rhizospheres along Living Roots (C3) D Shallow Aquitard (D3) Presence of Reduced Iron (C4) Recent Iron ReducUon in Tilled Soils (C6} Stunted or Stressed Plants (01} (LRR A) Other (explain in remarks) 0 Depth (in)· D Depth (in)· 16 D Depth (in): 16 D FAG-Neutral Test (D5) 0 Raised Ant Mounds (D6) (LRR A) D Frost-Heave Hummocks Wetland Hydrology Present? Yes D No Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspecUons), if available: Remarks: Soll moist but not saturated lZI US Army Corps of Engineers Western Mountains, Valleys, and Coast -Interim Versmn .,111 ~WATERSHED WETLAND DETERMINATION DATA FORM Western Mountains Valleys and Coast Supplement to the 750 Sixth Street South Kirkland Washington 98033 l:( l\\l',\ '\\ 1987 COE Wetlands Delineation Manual II DP-2 II (425) 822-5242 watershedco.com Project Site: Renton Valley Medical Center Sampling Date: 2/1/2016 Applicant/Owner: Renton Valley Medical Center Sampling Point: DP-2 Investigator: R.Kahlo, J. Palmer City/County: Renton Sect., Townshin, Ranne: S 30 T 23N R 05E State: WA Landform (hillslope, terrace, etc): Terrace J Slope(%): 3 Local relief (concave, convex, none)· Concave Subregion {LRR): A I Lat Long: Datum Soil Map Unit Name: Alderwood gravelly sandy loam, 8 to 15 percent slopes NWI classification: None Are climatic/hydrolog1c conditions on the site typical for this time of year? 0 Yes D No (lfno, explain in remarks.) Are "Normal Circumstances" present on the site? 0 Yes D No Are Vegetation 0, Soil D, or Hydrology D significantly disturbed? Are VenetationD, Soil D, or Hvdrology D naturally problematic (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS -Attach site map showina samr:i lina point locations, transects, imoortant features, etc. Hydrophytic Vegetation Present? Hydric Soils Present? Yes 0 Yes 0 Yes 0 No D No D Is the Sampling Point within a Wetland? Yes D No ~ Wetland Hydrology Present? No l8J Remarks: Click here to enter text. VEGETATION -Use scientific names of olants. Tree Stratum (Plot size: 5m diam.) Absolute% Dominant Indicator Dominance Test Worksheet Cover S0ec1es? Status Pon1,1us balsamitera 55 y FAC Number of Dominant Species 2. Salix lasiandra 80 y FACW that are OBL, FACW, or FAC: (A) Total Number of Dominant 4 Species Across All Strata: (8) 3. 135 =Total Cover Percent of Dominant Species that are OBL, FACW, Of FAC: 75 (A/8) Sapling}Shrub Stratum {Plot size: 3m diam.) Camus sericea 70 Y FACW Prevalence Index Worksheet 1-'---"'===="'----------~----~--~---i Total%Coverof 70 =Total Caver Herb Stratum (Plot size: 1m diam.) 10 11 =Total Caver ----- Woodv Vine Stratum fPlot size: l Rubus armeniacus y FACU =TatalCover % Bare Ground in Herb Stratum: Remarks: US Army Co,ps of Engineers OBL species )( 1 = FACW species x2= FAC species x3= FACU species x4- UPL species xS = Column totals (A) 181 Prevalence Index= B /A= Hvdroohvtlc Veaetation Indicators [8J Dominance test is > 50% D Prevalence test is !i 3.0 • Morphological Adaptations • (provide supporting D data in remarks of on a separate sheet) D Wetland Non-Vascular Plants* D Problematic Hydrophytic Vegetation* (explain) • Indicators of hydnc soil and wetland hydrology must be nresent, unless disturbed or problematic Hydrophytlc Vegetation Present? Yes 1:8:J No D Western Mountains, Valleys, and Coast -Interim Version SOIL Samcllna Point -DP-2 Profile Description: (Describe to the depth needed to document the Indicator or confirm the absence of indicators.) Depth Matrix Redox Features {inches) Color (moist) % Color moist % Tvne1 Loe' Texture Remarks 0-6 10YR3/2 100 Sandy loam 6-9 10YR 3/2 80 7.5YR 416 20 C M Loamy sand 9-14 10YR3/2 85 7.5YR 3/4 15 C M Sandy loam 1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coaled Sand Grains 2Loc: PL=Pore Lining, M=Matrix Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydrlc Soils3 D Histosol (A 1) D Sandy Redox (S5) D 2cm Muck (A10) D Histic Epipedon (A2) D Stripped Matrix (S6) D Red Parent Material (TF2) D Black Hisfic (A3) D loamy Mucky Mineral (F1) (except MLRA 1) D Other (explain in remarks) D Hydrogen Sulfide (A4) D loamy Gleyed Matrix (F2) D D Depleted Below Dark Surface (A 11) D Depleted Matrix (F3) D Thick Dark Surface (A12) 181 Redox Dark Surface (F6) 3 Indicators of hydrophytic vegetation and wetland hydrology must D Sandy Mucky Mineral {S 1) D Depleted Dark Surface (F7) be present, unless disturbed or problematic D Sandy GI eyed Matrix (S4) D Redox Depressions (F8) Restrictive Laver (if present): I Type: Hydric soil present? Yes ~ No D Depth (inches): Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required: check all that apply): Secondary Indicators (2 or more required): D Surface water (A1) D Sparsely Vegetated Concave Surface (BB) D Water-Stained Leaves {B9) (MLRA 1, 2, 4A & 4B) D High Water Table (A2) 0 Water-Stained Leaves (except MLRA 1, 2, 4A & 4B) {B9) D Drainage Patterns {B10) D Saturation (A3) D Water Marks (B1) D Sediment Deposits (B2) D Drift Deposits (B3) D Algal Mat or Crust (84) D Iron Deposits (BS) D Surface Soil Cracks (B6) D Inundation Visible on Aerial Imagery (87) Field Observations Surface Water Present? Yes D D Salt Crust (611) D Aquatic Invertebrates (613) D Hydrogen Sulfide Odor (C1) D Oxidized Rhizospheres along Living Roots (C3) D Presence of Reduced Iron (C4) D Recent Iron Reduction in Tilled Soils (C6) D Stunted or Stressed Plants (01) (LRR A) D Other (explain in remarks) No 181 Depth (in): D Dry-Season Water Table (C2) D Saturation Visible on Aerial Imagery (C9) D Geomorphic Position (D2) D Shallow Aquitard (03) 0 FAC-Neutral Test {DS) 0 Raised Ant Mounds (D6) (LRR A) 0 Frost-Heave Hummocks Water Table Present? Yes D No 181 Depth (in): Wetland Hydrology Present? Yes D No Saturation Present? Yes D No 181 Depth (in): (includes capillary fringe) Describe Recorded Data {stream gauge, monitoring welt, aerial photos, previous inspections), if available: Remarks: Damp, not saturated. Saturated at 14 Inches. ~ US Army Corps of Engineers Westem Mountains, Valleys, and Coast -Interim Version 1111 WATERSHED U l\\l'\~1 WETLAND DETERMINATION DATA FORM 750 Sixth Street south Western Mountains, Valleys, and Coast Supplement to the ===== Kirkland, Washington 98033 1987 COE Wetlands Delineation Manual II DP-3 II wa\~~~:!5~~ ProJect Site: Applicant/ONner: ----ccR~en'ctc-o~n""Vc"ac.-lle~•vc,M,,.e'-dc;:-ic'-a'i-1-C::C-'-en~t;.ce'-r ------------J Sampling Date: --=21:..:1.::12:.:0,:.16::.._ _______ __, ~R7en'c-17o7n~V"'ial'cle"7vM'-e~d~lc~a~l-'-C-'-en"'t:.:ec.r ------------J Sampling Point: ---aaD,-P-7 3:.._ ________ --I Investigator: Sect, Townshtp, Range: ~:"'-~"'a'"'h~lo~J.~P~~c'lm~e"';"'3N,,---,R~~05~E~----------J ~;~:;°unty --'-;!=,~;;;nt:.:o.:.:n ________ __, Landform (hillslope, terrace, etc): Depression I Slope{%): <5 Local relief (concave, convex, none}: Concave Subregion (LRR): A I Lat Long: Datum: Soil Map Unit Name: AJderwood gravelly sandy loam, 8 to 15 percent slopes NWI dassification: None Are climatic/hydrologic conditions on the site typical for this time of year? 0 Yes D No (If no, explain in remarks.) Are "Norma! Circumstances" present on the site? 0 Yes D No Are Vegetation D, Soil D, or Hydrology D significantly disturbed? Are VenetationD, Soil D. or Hydrology D naturally problematic (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS -Attach site mao showina samPlina ooint locations, transects, imnnrtant features, etc. Yes [8J Hydrophytic Vegetation Present? Hydric Soils Present? Yes [8] No D No D No D Is the Sampling Point within a Wetland? Yes [XI No D Wetland Hydrology Present? Yes [8J Remarks· Click here to enter text. VEGETATION -Use scientific names of plants. Tree Stratum (Plot size: 5m diam.) Absolute% Dominant Indicator Dominance Test Worksheet Cover Species? Status Ponu/us balsamifera 10 y FAC Number of Dominant Species 5 20 y FACU that are OBL, FACW, or FAC (A) Acer macroDhvllum 5 N FACW Total Number of Dominant 7 Species Across All Strata: (B) Salix lasiandra 35 =Total Cover Percent of Dominant Species that are OBL, FACW, or FAC 57% (A/B) Sapling/Shrub Stratum (Plot size: 3m diam.) Oem/erla cerasiformis FACU Prevalence Index Worksheet 1-'--~R"'ub:;:.u'"'s"'s"'m=e,ct"a"'b"cili"'s='-------------i-,------~---c,F°'A"Cc-----l Total% Cover of 15 y 10 y 35 =Total Cover Herb Stratum (Plot size: 1m diam.) Phalarls arundinacea 60 y FACW 2. Eriuisetum telmateia 20 y FACW 10 11 __ 8~0'----= Total Cover Woodv Vine Stratum /Plot size: I Rubus armeniacus y FACU =Total Cover % Bare Ground in Herb Stratum: Remarks. US Army Corps of Engineers DBL species FACW species FAG species FACU species UPL species Column totals (A) Prevalence Index= B /A= x1= x2- x3= x4= xS= 18\ Hvdroohvtic Veiietatlon Indicators IZI Dominance test is > 50% D Prevalence test is :Si 3.0 • ~ Morphological Adaptations • (provide supporting D data 1n remarks or on a separate sheet) D Wetland Non-Vascular Plants• D Problematic Hydrophytic Vegetation • (explain) • Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic Hydrophytic Vegetation Present? Yes [;gJ No D Western Mountains. Valleys, and Coast -Interim Version SOIL Sampling Point -DP-3 Profile Description: (Describe to the depth needed to document the Indicator or confirm the abSence of Indicators.) Matrix Redox Features Depth (inches) Color /moistl % Color (moist) 10YR3/6 % Tvoe1 Loe' Texture Remarks 0-6 10YR3/1 90 10 C 6-14 10Y2.5/1 100 1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains Hydrlc Soil Indicators: (Applicable to alt LRRs, unless otherwise noted.) D Histosol(A1) 0 SandyRedox(SS) D Histic Epipedon (A2) 0 Stripped Matrix (S6) D Black Histic (A3) D Loamy Mucky Mineral (F1) (except MLRA 1) D Hydrogen Sulfide (A4} D Loamy Gleyed Matrix {F2) D Depleted Below Dark Surface (A 11) D Depleted Matrix (F3) D Thick Dark Surface (A12) l8l Redox Dark Surface (F6) D Sandy Mucky Mineral (S 1) D Depleted Dark Surface (F7) D Sandy GI eyed Matnx (S4) D Redox Depressions (FB) M Sandy Clay loam Loamy sand 2Loc: PL=Pore Limng, M=Matrix Indicators for Problematic Hydric Solls3 D 2cmMuck(A10) D Red Parent Material (TF2) D other (explain in remarks) D 3 Indicators of hydrophytic vegetation and wetland hydrology must be presenl, unless disturbed or problematic Restrictive Laver (if present): Type: _____________ _ Depth {inches): I Hyc,ic soil p,e,ent? Yes [;gJ No D Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required: check. all that apply): D Surface water (A1) D Sparsely Vegetated Concave Surface (88) [8J High Water Table {A2) D Water-Stained Leaves (except MLRA 1, 2, 4A & 4B)(B9) lill Saturation (A3) D Salt Crust (B 11) D Water Marks (81) D Aquatic lnvertebrales (B13) D Sediment Deposits (B2) D Hydrogen Sulfide Odor (C1) D Drift Deposits (B3) D Oxidized Rhizospheres along Living Roots (C3) D Algal Mat or Crust (64) D Presence of Reduced Jron (C4) D Iron Deposits (85) D Recent Iron Reduction in Tilled Soils (C6) D Surface Soil Cracks (86) D Stunted or Stressed Plants (D1) (LRR A) D Inundation Visible on Aerial Imagery D Other (explain in remarks) (B7) Field Observations Surface Water Present? Yes D No lill Depth (in): Secondary Indicators (2 or more required): D Water-Stained Leaves {B9) {MLRA 1, 2, 4A & 48) 0 Drainage Patterns {B10) D Dry-Season Water Table (C2) D Saturation Visible on Aerial Imagery (C9) D Geomorphic Position (D2) D Shallow Aquitard (DJ) D FAG-Neutral Test {DS) D Raised Ant Mounds (D6) (LRR A) D Frost-Heave Hummocks Water Table Present? Yes l!!l No D Depth (in): Wetland Hydrology Present? Yes [;gJ No D Saturation Present? Yes lill No D Depth (in): surface (includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarl<s: US Army Corps of Engineers Western Mountains, Valleys, and Coast -Interim Version I I ii WATERSHED U l\11' \"-. 1 WETLAND DETERMINATION DATA FORM 750 Sixth Street South Western Mountains, Valleys, and Coast Supplement to the Kirkland, Washington 98033 1987 COE Wetlands Delineation Manual II , II (425) 822-5242 Project Site: Renton Vallev Medical Center Appl icanUOWner: Renton Vallev Medical Center Investigator: R. Whitson J. Palmer Sect., Township, Range: S 30 T 23N R 05E Landform (hilJslope, terrace, etc): Hillslope I Slope(%): <5 Subregion (LRR): A I Lat Soil Map Unit Name. Alderwood gravelly sandy loam, 8 to 15 percent slopes Are climatic/hydrologic conditions on the site typical for this time of year? 0 Yes O No Are "Normal Circumstances" present on the site? Are VegetationD, Soil 0, or Hydrology D significantly disturbed? Are Vegetation 0, Soil D, or Hvdrology D naturally problematic 0 Yes D No II DP-.. II watershedco.com Sampling Date: __:c21.::,4ic.=2c::01-'-'6'------------l Sampling Point: _:::DP'----"4'----------------t ~;z::ounty --'-'!CC~;,!ntccOe,n ________ --l Local relief (concave, convex, none): Concave Long: Datum: NWI classification: None (If no, explain in remarks.) (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS Attach site mao showina samolina ooint locations, transects, lmoortant features, etc. Yes ~ Hydrophyt1c Vegetation Present? Hydric Soils Present? Yes D Yes D No D No 0 No 0 Is the Sampllng Point within a Wetland? Yes D No 0 Wetland Hydrology Present? Remarks: Click here to enter text. VEGETATION Use scientific names of clants. Tree Stratum (Plot size: 5m diam.) Absolute % Dominant Indicator Cover Species? Status =Total Caver Sapling/Shrub Stratum (Plot size: 3m diam.) 35 =Total Cover Herb Stratum (Plot size: 1 m diam.) Phalaris arundinacea 90 y FACW Poasn. 30 y FAC Ranuncu/us ,eDf!ns 60 y FAC 10 80 =Total Cover Woodv Vine Stratum /Plot size: I Rubus armeniacus y FACU =Total Cover % Bare Ground in Herb Stratum: Remarks· US Army corps of Engineers Dominance Test Worksheet Number of Dominant Species 3 that are OBL, FACW. or FAC: (A) Total Number of Dominant 4 Species Across All Strata: (B) Percent of Dominant Species 75% that are OBL, FACW, or FAC (AIB) Prevalence Index Worksheet Total % Cover of ~ OBL species X 1 = FACW species ,2- FAC species x3= FACU species ,4- UPL species x5= Column totals (A) IB\ Prevalence Index= B /A= Hvdroohvtic Veaetation Indicators ~ Dominance test is > 50% D Prevalence test is :s 3.0 * Morphological Adaptations~ (provide supporting D data in remarl<s or on a separate sheet) D Wetland Non-Vascular Plants* D Problematic Hydrophyt1c Vegetation* (explain) * Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic Hydrophytic Vegetation Present? Yes [:gJ No D Westem Mountains, Valleys, and Coast -Interim Version SOIL Samolina Point -DP-4 Profile Description: (Describe to the depth needed to document the Indicator or conftnn the absence of Indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color {moist) % Type1 Lnc.' Texture Remarks 0-3.5 10YR 2/1 100 Loamy sand 3.5-12 10YR 3/2 100 Sandy loam dry 1Twe: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains 2Loc: PL=Pore Lining, M=Matrix Hydrlc Soll Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydrlc Solls3 D Histosol (A1) D Sandy Redox (S5) D 2cm Muck (A 10) D Histic Epipedon (A2) D Stripped Matrix (S6) D Red Parent Material (TF2) D Black Histic (A3) D Loamy Mucky Mineral (F1) (except MLRA 1) D Other {explain in remarks) D Hydrogen Sulfide (A4) D Loamy Gleyed Matrix (F2) D D Depleted Below Dark Surface (A 11) D Depleted Matrix (F3) D Thick Dark Surface (A12) D Redox Dark Surtace (F6) 3 Indicators of hydrophytic vegetation and wetland hydrology must D Sandy Mucky Mineral (S1) D Depleted Dark Surface (F7) be present, unless disturbed or problematic D Sandy GI eyed Matrix (S4) D Redox Depressions (F8) Restrictive Laver (if present): I Hydrlc soil present? Type: Yes D No lZJ Depth (inches): Remarks: No redox. Some large gravel at bottom of pit. HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required: check all that apply): D Surface water (A1) D Sparsely Vegetated Concave Surface (B8) D High Water Table (A2) D Water-Stained Leaves (except MLRA 1, 2, 4A & 48) (B9) D Saturation(AJ) D SaltCrust(B11) D Water Marks (B1) D Aquatic Invertebrates (B13) D Sediment Deposils (82) D Drift Deposits {B3) D Algal Mat or Crust (84) D Iron Deposits (B5) D Surface Soil Cracks (86) D Inundation Visible on Aerial Imagery (B7) Field Observations Surface Water Present? Yes D D D D D D D No Hydrogen Sulfide Odor (C 1) Oxidized Rhizospheres along Living Roots (C3) Presence of Reduced Iron (C4) Recent Iron Reduction in Tilled Soils (C6) Stunted or Stressed Plants (01) (LRR A) Other (explain in remarks) 181 Depth (in): Secondary fndicators (2 or more required): D Waler-Stained Leaves (89) (MLRA 1, 2, 4A & 48) D Drainage Patterns (810) D Dry-Season Water Table (C2) D Saturation Visible on Aerial Imagery (C9) D Geomorphic Position (D2) D Shallow Aquitard (03) 0 FAC-Neutral Test (05) D Raised Ant Mounds (06) (LRR A) D Frost-Heave Hummocks Water Table Present? Yes D No 181 Depth (in): WeUand Hydrology Present? Yes D No lZJ Saturation Present? Yes 181 No D Depth (in): .... (includes capillary fringe) Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Top 4 inches saturated from precipitation. US Army Corps of Engineers Western Mountains, Valleys, and Coast -Interim Version Wetland name or number: Wetland A RA TING SUMMARY -Western Washington Name of wetland (or ID#): Wetland A Date of site visit: 2/1/2016 Rated by: J. Palmer. R. Kahlo Trained by Ecology? c,<:Jy ON Date of training: 09/2014 HGM Class used for rating: Depressional Wetland has multiple HGM classes? c,<:Jy ON NOTE: Form is not complete without the figures requested (figures can be combined). Source of base aerial photo/map: King Count iMap. GoogleEarth OVERALL WETLAND CATEGORY (based on functions [SJ or special characteristics D) 1. Category of wetland based on FUNCTIONS D Category I -Total score = 23 -27 ~ Category II -Total score = 20 -22 D Category Ill-Total score = 16-19 D Category IV -Total score = 9 -1S FUNCTION Improving Hydrologic Water Quality Site Potential M Landscape Potential M L Value M Score Based on 7 7 Ratings H M L TOTAL 7 21 2. Category based on SPECIAL CHARACTERISTICS of wetland CHARACTERISTIC Estuarine Wetland of High Conservation Value Bog Mature Forest Old Growth Forest Coastal Lagoon lnterdunal None of the above Wetland Rating System for Western WA: 2014 Update Rating Form -Effective January 1, 2015 CATEGORY I II I I I I I II I II III IV [2J Score for each function based on three ratings ( order of ratings is not important) 9 = H,H,H 8 = H,H,M 7 = H,H,L 7 = H,M,M 6 = H,M,L 6= M,M,M 5 = H,L,L 5 = M,M,L 4 = M,L,L 3 = L,L,L Wetland name or number: Wetland A Maps and figures required to answer questions correctly for Western Washington Depressional Wetlands Map of: Coward in plant classes Hydroperiods Location of outlet (can be added to map of hydroperiods} Boundary of area within 150 ft of the wetland (can be added to another figure) Map of the contributing basin 1 km Polygon: Area that extends 1 km from entire wetland edge -including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website) Screen capture of list of TMDLs for WRIA in which unit is found (from web) Riverine Wetlands Map of: Cowardin plant classes Hydroperiods Ponded depressions Boundary of area within 150 ft of the wetland (can be added to another figure) Plant cover of trees, shrubs, and herbaceous plants Width of unit vs. width of stream lean be added to another fiaure) Map of the contributing basin 1 km Polygon: Area that extends 1 km from entire wetland edge -including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website) Screen capture of list ofTMDLs forWRIA in which unit is found (from web) Lake Fringe Wetlands Map of: Cowardin plant classes Plant cover of trees, shrubs, and herbaceous plants Boundary of area within 150 ft of the wetland (can be added to another figure) 1 km Polygon: Area that extends 1 km from entire wetland edge -including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website) Screen capture of list of TMDLs for WRIA in which unit is found (from web) Slope Wetlands Map of: Cowardin plant classes Hydroperiods Plant cover of dense trees, shrubs, and herbaceous plants Plant cover of dense, rigid trees 1 shrubs, and herbaceous plants (can be added to figure above) Boundary of 150 ft buffer (can be added to another figure) 1 km Polygon: Area that extends 1 km from entire wetland edge -including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website) Screen capture of list of TMDLs for WRIA in which unit is found (from web) Wetland Rating System for Western WA: 2014 Update Rating Form-Effective January 1, 2015 To answer questions: Figure# D 1.3, H 1.1, H 1.4 1 D 1.4, H 1.2 2 D 1.1, D 4.1 2 D 2.2, D 5.2 2 D4.3, D 5.3 3 H 2.1, H 2.2, H 2.3 4 D 3.1, D3.2 5 D3.3 6 To answer questions: Figure# H 1.1, H 1.4 H 1.2 R 1.1 R 2.4 R 1.2, R 4.2 R4.1 R 2.2, R 2.3, R 5.2 H 2.1, H 2.2, H 2.3 R 3.1 R 3.2, R3.3 To answer auestions: Fi11ure# L 1.1, L 4.1, H 1.1, H 1.4 L 1.2 L2.2 H 2.1, H 2.2, H 2.3 L3.1, L3.2 L3.3 To answer questions: Figure# H 1.1, H 1.4 H 1.2 s 1.3 54.1 S 2.1, S 5.1 H 2.1, H 2.2, H 2.3 S 3.1, S 3.2 53.3 2 Wetland name or number: Wetland A HGM Classification of Wetlands in Western Washington For questions 1-7, the criteria described must apply to the entire unit being rated. If the hydrologic criteria listed in each question do not apply to the entire unit being rated, you probably have a unit with multiple HGM classes. In this case, identify which hydrologic criteria in questions 1-7 apply, and go to Question 8. 1. Are the water levels in the entire unit usually controlled by tides except during floods? l:2lNO-goto2 DYES-the wetland class is Tidal Fringe -go to 1.1 1.1 ls the salinity of the water during periods of annual low flow below 0.5 ppt (parts per thousand)? NO -Saltwater Tidal Fringe (Estuarine) YES -Freshwater Tidal Fringe If your wetland can be classified as a Freshwater Tidal Fringe use the forms for Riverine wetlands. If it is Saltwater Tidal Fringe it is an Estuarine wetland and is not scored. This method cannot be used to score functions for estuarine wetlands. 2. The entire wetland unit is flat and precipitation is the only source (>90%) of water to it. Groundwater and surface water runoff are NOT sources of water to the unit. l:2lNO -go to 3 DYES-The wetland class is Flats If your wetland can be classified as a Flats wetland, use the form for Depressional wetlands. 3. Does the entire wetland unit meet all of the following criteria? DThe vegetated part of the wetland is on the shores of a body of permanent open water (without any plants on the surface at any time of the year) at least 20 ac (8 ha) in size; DAt least 30% of the open water area is deeper than 6.6 ft (2 m). l:2lNO-goto4 DYES -The wetland class is Lake Fringe (Lacustrine Fringe) 4. Does the entire wetland unit meet all of the following criteria? DThe wetland is on a slope (slope can be very gradual), DThe water flows through the wetland in one direction ( unidirectional) and usually comes from seeps. It may flow subsurface, as sheetflow, or in a swale without distinct banks, DThe water leaves the wetland without being impounded. l:2lNO-goto5 DYES -The wetland class is Slope NOTE: Surface water does not pond in these type of wetlands except occasionally in very small and shallow depressions or behind hummocks ( depressions are usually <3 ft diameter and less than 1 ft deep). 5. Does the entire wetland unit meet all of the following criteria? DThe unit is in a valley, or stream channel, where it gets inundated by overbank flooding from that stream or river, DThe overbank flooding occurs at least once every 2 years. Wetland Rating System for Western WA: 2014 Update Rating Form -Effective January 1, 2015 3 Wetland name or number: Wetland A [ZJNO -go to 6 DYES-The wetland class is Riverine NOTE: The Riverine unit can contain depressions that are filled with water when the river is not flooding 6. Is the entire wetland unit in a topographic depression in which water ponds, or is saturated to the surface, at some time during the year? This means that any outlet, if present, is higher than the interior of the wetland. rzlNO-goto7 DYES -The wetland class is Depressional 7. Is the entire wetland unit located in a very flat area with no obvious depression and no overbank flooding? The unit does not pond surface water more than a few inches. The unit seems to be maintained by high groundwater in the area. The wetland may be ditched, but has no obvious natural outlet. rzlNO -go to 8 DYES -The wetland class is Depressional 8. Your wetland unit seems to be difficult to classify and probably contains several different HGM classes. For example, seeps at the base ofa slope may grade into a riverine floodplain, or a small stream within a Depressional wetland has a zone of flooding along its sides. GO BACK AND IDENTIFY WHICH OF THE HYDRO LOGIC REGIMES DESCRIBED IN QUESTIONS 1-7 APPLY TO DIFFERENT AREAS IN THE UNIT (make a rough sketch to help you decide). Use the following table to identify the appropriate class to use for the rating system if you have several HGM classes present within the wetland unit being scored. NOTE: Use this table only if the class that is recommended in the second column represents 10% or more of the total area of the wetland unit being rated. If the area of the HGM class listed in column 2 is less than 10% of the unit; classify the wetland using the class that represents more than 90% of the total area. HGM classes within the wetland unit HGM class to being rated use in rating Slope+ Riverine Riverine Slope+ Depressional Depressional Slope + Lake Fringe Lake Fringe Depressional + Riverine along stream Depressional within boundary of depression Depressional + Lake Fringe Depressional Riverine+ Lake Fringe Riverine Salt Water Tidal Fringe and any other Treat as class of freshwater wetland ESTUARINE If you are still unable to determine which of the above criteria apply to your wetland, or if you have more than 2 HGM classes within a wetland boundary, c/assifl the wetland as Depressional for the rating. Wetland is Slope+ Depressional + Riverine Wetland Rating System for Western WA: 2014 Update Rating Form -Effective January 1. 2015 4 Wetland name or number: Wetland A 12~eBE~~IQ~AL AND FLATS W~LAND~ Water Quality Functions -Indicators that the site functions to improve water quality D 1.0. Does the site have the potential to improve water quality? D 1.1. Characteristics of surface water outflows from the wetland: Wetland is a depression or flat depression (QUESTION 7 on key) with no surface water leaving it (no outlet). points= 3 Wetland has an intermittently flowing stream or ditch, OR highly constricted permanently flowing outlet. 1 noints 2 I Wetland has an unconstricted, or slightly constricted, surface outlet that is permanently flowing points -1 I Wetland is a flat deoressionfQUESTION 7 on kevf whose outlet is a nermanentlv flowin• ditch. noints = 1 D 1.2. The soil 2 in below the surface (or duff layer) is true clay or true organic (use NRCS definitions). Yes -4 No-O 0 D 1.3. Characteristics and distribution of persistent plants (Emergent, Scrub-shrub, and/or Forested Cowardin classes): Wetland has persistent, ungrazed, plants> 95% of area points= 5 Wetland has persistent, ungrazed, plants> 1/2 of area points= 3 5 Wetland has persistent, ungrazed plants> 1/10 of area points= 1 Wetland has persistent, ungrazed plants < 1/10 of area points= O D 1.4. Characteristics of seasonal ponding or inundation: This is the area that is ponded for at least 2 months. See description in manual. Area seasonally ponded is> Y, total area of wetland points= 4 4 Area seasonally ponded is> X total area of wetland points= 2 Area seasonally ponded is< X total area of wetland points= 0 Total for D 1 Add the points in the boxes above 10 Rating of Site Potential If score is: 012-16 = H 06-11 = M 00-5 = L Record the rating on the first page D 2.0. Does the landscape have the potential to support the water quality function of the site? D 2.1. Does the wetland unit receive stormwater discharges? Yes= 1 No =0 1 D2.2. Is> 10% of the area within 150 ft of the wetland in land uses that generate pollutants? Yes= 1 No =0 1 D 2.3. Are there septic systems within 250 ft of the wetland? Yes= 1 No=O 0 D 2.4. Are there other sources of pollutants coming into the wetland that are not listed in questions D 2.1-D 2.3? 0 Source Yes=l No =0 Total for D 2 Add the points in the boxes above 2 Rating of Landscape Potential If score is: 03 or 4 = H 01 or 2 = M DO= L Record the rating on the first page D 3.0. Is the water quality improvement provided by the site valuable to society? D 3.1. Does the wetland discharge directly (i.e., within 1 mi) to a stream, river, lake, or marine water that is on the 1 303(d) list? Yes= 1 No=O D3.2. Is the wetland in a basin or sub-basin where an aquatic resource is on the 303(d) list? Yes= 1 No=O 1 D 3.3. Has the site been identified in a watershed or local plan as important for maintaining water quality (answer YES 2 if there is a TMDLforthe basin in which the unit is found)? Yes= 2 No =0 Total for D 3 Add the points in the boxes above 4 Rating of Value If score is: 02-4 = H Dl = M DO= L Record the rating on the first page Wetland Rating System for Western WA: 2014 Update Rating Form -Effective January 1, 2015 Wetland name or number: Wetland A !2~~B~SIQfllAL Aflll2 EIAil WET!Aflll2S Hydrologic Functions -Indicators that the site functions to reduce flooding and stream degradation D 4.0. Does the site have the potential to reduce flooding and erosion? D 4.1. Characteristics of surface water outflows from the wetland: Wetland is a depression or flat depression with no surface water leaving it (no outlet) points= 4 Wetland has an intermittently flowing stream or ditch, OR highly constricted permanently flowing outletpoints = 2 0 Wetland is a flat depression (QUESTION 7 on key), whose outlet is a permanently flowing ditch points= 1 Wetland has an unconstricted, or slightly constricted, surface outlet that is permanently flowing points= 0 D 4.2. Depth of storage during wet periods: Estimate the height of ponding above the bottom of the outlet. For wetlands with no outlet, measure from the surface of permanent water or if dry, the deepest part. Marks of ponding are 3 ft or more above the surface or bottom of outlet points= 7 Marks of ponding between 2 ft to< 3 ft from surface or bottom of outlet points= 5 5 Marks are at least 0.5 ft to< 2 ft from surface or bottom of outlet points= 3 The wetland is a "headwater" wetland points= 3 Wetland is flat but has small depressions on the surface that trap water points= 1 Marks of ponding less than 0.5 ft (6 in) points= 0 D 4.3. Contribution of the wetland to storage in the watershed: Estimate the ratio of the area of upstream basin contributing surface water to the wetland to the area of the wetland unit itself The area of the basin is less than 10 times the area of the unit points= 5 0 The area of the basin is 10 to 100 times the area of the unit points= 3 The area of the basin is more than 100 times the area of the unit points= O Entire wetland is in the Flats class points= 5 Total for D4 Add the points in the boxes above 5 Rating of Site Potential If score is: D12-16= H 06-11 = M 00-5= L Record the rating on the first page D 5.0. Does the landscape have the potential to support hydrologic functions of the site? D 5.1. Does the wetland receive stormwater discharges? Yes= 1 No=O 1 D 5.2. Is >10% of the area within 150 ft of the wetland in land uses that generate excess runoff? Yes= 1 No=O 1 0 5.3. ls more than 25% of the contributing basin of the wetland covered with intensive human land uses {residential at 1 >1 residence/ac, urban, commercial, agriculture, etc.)? Yes= 1 No=O Total for D 5 Add the points in the boxes above 3 Rating of Landscape Potential If score is: 0 3 = H D 1 or 2 = M DO = L Record the rating on the first page D 6.0. Are the hydrologic functions provided by the site valuable to society? D 6.1. The unit is in a landscape that has flooding problems. Choose the description that best matches conditions around the wetland unit being rated. Do not add points. Choose the highest score if more than one condition is met. The wetland captures surface water that would otherwise flow down-gradient into areas where flooding has damaged human or natural resources (e.g., houses or salmon redds): . Flooding occurs in a sub-basin that is immediately down-gradient of unit. points= 2 . Surface flooding problems are in a sub-basin farther down-gradient. points= 1 2 Flooding from groundwater is an issue in the sub-basin. points= 1 The existing or potential outflow from the wetland is so constrained by human or natural conditions that the water stored by the wetland cannot reach areas that flood. Explain why points= 0 There are no problems with flooding downstream of the wetland. points =O D 6.2. Has the site been identified as important for flood storage or flood conveyance in a regional flood control plan? 0 Yes= 2 No =O Total for D 6 Add the points in the boxes above 2 Rating of Value If score is: 02-4 = H D 1 = M Do= L Record the rating on the first page Wetland Rating System for Western WA: 2014 Update Rating Form -Effective January 1, 2015 6 Wetland name or number: Wetland A These questions apply to wetlands of all HGM classes. HABITAT FUNCTIONS -Indicators that site functions to provide important habitat H 1.0. Does the site have the potential to provide habitat? H 1.1. Structure of plant community: Indicators are Cowardin classes and strata within the Forested class. Check the Cowardin plant classes in the wetland. Up to 10 patches may be combined for each class to meet the threshold ofU ac or more than 10% of the unit if it is smaller than 2.5 ac.Add the number of structures checked. [Z] Aquatic bed 4 structures or more: points::: 4 @ Emergent 3 structures: points= 2 @ Scrub-shrub (areas where shrubs have> 30% cover) 2 structures: points= 1 @ Forested (areas where trees have> 30% cover) 1 structure: points= 0 If the unit has a Forested class, check if: @ The Forested class has 3 out of 5 strata (canopy, sub-canopy, shrubs, herbaceous, moss/ground-cover) that each cover 20% within the Forested polygon H 1.2. Hydroperiods Check the types of water regimes (hydroperiods) present within the wetland. The water regime has to cover more than 10% of the wetland or Y. ac to count (see text for descriptions of hydroperiods). D Permanently fiooded or inundated 4 or more types present: points= 3 @ Seasonally flooded or inundated 3 types present: points = 2 D Occasionally flooded or inundated 2 types present: points= 1 @ Saturated only 1 type present: points = 0 0 Permanently flowing stream or river in, or adjacent to, the wetland D Seasonally flowing stream in, or adjacent to, the wetland D Lake Fringe wetland 2 points D Freshwater tidal wetland 2 points H 1.3. Richness of plant species Count the number of plant species in the wetland that cover at least 10 ft 2 • Different patches of the same species can be combined to meet the size threshold and you do not have to name the species. Do not include Eurasian mi/foil, reed canarygrass, purple Joosestrife, Canadian thistle If you counted: > 19 species points= 2 5 -19 species points= 1 < 5 species points= 0 H 1.4. Interspersion of habitats Decide from the diagrams below whether interspersion among Cowardin plants classes (described in H 1.1), or the classes and unvegetated areas (can include open water or mudflats) is high, moderate, low, or none. If you have four or more plant classes or three classes and open water, the rating is always high. C) ® @@ None= 0 points Low= 1 point Moderate = 2 points ~ ~ ~ All three diagrams ~ in this row are HIGH = 3points Wetland Rating System for Western WA: 2014 Update Rating Form -Effective January 1, 2015 ~ ~ 7 4 2 2 3 Wetland name or number: Wetland A H 1.5. Special habitat features: Check the habitat features that are present in the wetland. The number of checks is the number of points. 0 Large, downed, woody debris within the wetland (> 4 in diameter and 6 ft long). 0 Standing snags (dbh > 4 in) within the wetland 0 Undercut banks are present for at least 6.6 ft (2 m) and/or overhanging plants extends at least 3.3 ft (1 m) over a stream (or ditch) in, or contiguous with the wetland, for at least 33 ft (10 m) D Stable steep banks of fine material that might be used by beaver or muskrat for denning (> 30 degree 4 slope) OR signs of recent beaver activity are present (cut shrubs or trees that have not yet weathered where wood is exposed) 0 At least Y. ac of thin-stemmed persistent plants or woody branches are present in areas that are permanently or seasonally inundated (structures for egg-laying by amphibians) D Invasive plants cover less than 25% of the wetland area in every stratum of plants (see H 1.1 for list of strata) Total for H 1 Add the points in the boxes above 15 RatingofSitePotential lfscoreis: 015-lS=H D7-14=M D0-6=L Record the rating on the first page H 2.0. Does the landscape have the potential to support the habitat functions of the site? H 2.1. Accessible habitat (include only habitat that directly abuts wetland unit). Calculate: % undisturbed habitat: 2.6% + [(0.4% moderate and low intensity land uses)/2): 2.8% If total accessible habitat is: > 1/3 (33.3%) of 1 km Polygon points= 3 0 20-33% of 1 km Polygon points= 2 10-19% of 1 km Polygon points= 1 < 10% of 1 km Polygon points= 0 H 2.2. Undisturbed habitat in 1 km Polygon around the wetland. Calculate: % undisturbed habitat: 10.4% + [(6.7% moderate and low intensity land uses)/2): = 13.ll"A; Undisturbed habitat> 50% of Polygon points= 3 1 Undisturbed habitat 10-50%and in 1-3 patches points= 2 Undisturbed habitat 10-50% and > 3 patches points= 1 Undisturbed habitat< 10"/b of 1 km Polveon ooints = O H 2.3. Land use intensity in 1 km Polygon: If > 50"1b of 1 km Polygon is high intensity land use points= (-2) -2 ~ 50% of 1 km Polygon is high intensity points= 0 Total for H 2 Add the points in the boxes above -1 Rating of Landscape Potential If score is: 04-6 = H D 1-3 = M 0< 1 = L Record the rating on the first page H 3.0. Is the habitat provided by the site valuable to society? H 3.1. Does the site provide habitat for species valued in laws, regulations, or policies? Choose only the highest score that applies to the wetland being rated. Site meets ANY of the following criteria: points= 2 0 It has 3 or more priority habitats within 100 m (see next page) D It provides habitat for Threatened or Endangered species (any plant or animal on the state or federal lists) D It is mapped as a location for an individual WDFW priority species 2 D It is a Wetland of High Conservation Value as determined by the Department of Natural Resources D It has been categorized as an important habitat site in a local or regional comprehensive plan, in a Shoreline Master Plan, or in a watershed plan Site has 1 or 2 priority habitats (listed on next page) within 100 m points= 1 Site does not meet anv of the criteria above ooints = 0 RatingofValue lfscoreis: 02=H Dl=M DO=L Wetland Rating System for Western WA: 2014 Update Rating Form -Effective January 1, 2015 Record the rating on the first page 8 Wetland name or number: Wetland A WDFW Priority Habitats Priority habitats listed by WDFW (see complete descriptions ofWDFW priority habitats, and the counties in which they can be found, in: Washington Department of Fish and Wildlife. 2008. Priority Habitat and Species List. Olympia, Washington. 177 pp. hlliD'fwdfw.wa.gov /oublications/00165 /wdfw0016S.odt or access the list from here: http://wdfw.wa.gov/conservation /phs /list/) Count how many of the following priority habitats are within 330 ft (100 m) of the wetland unit: NOTE: This question is independent of the land use between the wetland unit and the priority habitat D Aspen Stands: Pure or mixed stands ofaspen greater than 1 ac (0.4 ha). D Biodiversity Areas and Corridors: Areas of habitat that are relatively important to various species of native fish and wildlife (full descriptions in WDFW PHS report). D Herbaceous Balds: Variable size patches of grass and forbs on shallow soils over bedrock. D Old-growth/Mature forests: Old-growth west of Cascade crest -Stands of at least 2 tree species, forming a multi-layered canopy with occasional small openings; with at least 8 trees/ac (20 trees/ha) > 32 in (81 cm) dbh or> 200 years of age. Mature forests -Stands with average diameters exceeding 21 in (53 cm) dbh; crown cover may be less than 100%; decay, decadence, numbers of snags, and quantity oflarge downed material is generally less than that found in old-growth; 80-200 years old west of the Cascade crest. D Oregon White Oak: Woodland stands of pure oak or oak/ conifer associations where canopy coverage of the oak component is important (full descriptions in WDFW PHS report p. 158 -see web link above). 0 Riparian: The area adjacent to aquatic systems with flowing water that contains elements of both aquatic and terrestrial ecosystems which mutually influence each other. D Westside Prairies: Herbaceous, non-forested plant communities that can either take the form of a dry prairie or a wet prairie (full descriptions in WDFW PHS report p.161 -see web link above). 0 Instream: The combination of physical, biological, and chemical processes and conditions that interact to provide functional life history requirements for instream fish and wildlife resources. D Nearshore: Relatively undisturbed nearshore habitats. These include Coastal Nearshore, Open Coast Nearshore, and Puget Sound Nearshore. (full descriptions of habitats and the definition of relatively undisturbed are in WDFW report-see web link on previous page). D Caves: A naturally occurring cavity, recess, void, or system of interconnected passages under the earth in soils, rock, ice, or other geological formations and is large enough to contain a human. D Cliffs: Greater than 25 ft (7.6 m) high and occurring below 5000 ft elevation. D Talus: Homogenous areas of rock rubble ranging in average size 0.5 -6.5 ft (0.15 -2.0 m), composed of basalt, andesite, and/or sedimentary rock, including riprap slides and mine tailings. May be associated with cliffs. 0 Snags and Logs: Trees are considered snags if they are dead or dying and exhibit sufficient decay characteristics to enable cavity excavation/use by wildlife. Priority snags have a diameter at breast height of> 20 in (51 cm) in western Washington and are> 6.5 ft (2 m) in height. Priority logs are> 12 in (30 cm) in diameter at the largest end, and> 20 ft (6 m) long. Note: All vegetated wetlands are by definition a priority habitat but are not included in this list because they are addressed elsewhere. Wetland Rating System for Western WA: 2014 Update Rating Form -Effective January 1, 2015 9 Wetland name or number: Wetland A SC 1.0. Estuarine wetlands Does the wetland meet the following criteria for Estuarine wetlands? D The dominant water regime is tidal, D Vegetated, and D With a salinit reaterthan 0.5 p t DYes-Go to SC 1.1 0 Noa Not an estuarine wetland SC 1.1. Is the wetland within a National Wildlife Refuge, National Park, National Estuary Reserve, Natural Area Preserve, State Park or Educational, Environmental, or Scientific Reserve designated under WAC 332-30-151? 0Yes a Category I O No -Go to SC 1. SC 1.2. Is the wetland unit at least 1 ac in size and meets at least two of the following three conditions? D The wetland is relatively undisturbed (has no diking, ditching, filling, cultivation, grazing, and has less than 10% cover of non-native plant species. (If non-native species are Spartina, see page 25) D At least Y. of the landward edge of the wetland has a 100 ft buffer of shrub, forest, or un-grazed or un-mowed grassland. D The wetland has at least two of the following features: tidal channels, depressions with open water, or contiguous freshwater wetlands. DYes a Category I D Noa Category II SC 2.0. Wetlands of High Conservation Value (WHCV) SC 2.1. Has the WA Department of Natural Resources updated their website to include the list of Wetlands of High ConservationValue? DYes-GotoSC2.2 0No-GotoSC2.3 SC 2.2. ls the wetland listed on the WDNR database as a Wetland of High Conservation Value? DYes = Category I O No= Not a WHCV SC 2.3. Is the wetland in a Section/Township/Range that contains a Natural Heritage wetland? http ://wwwl .d n r. wa .gov /nh p/ ref desk/ data search /wn h pwetl ands. pdf 0Yes-ContactWNHP/WDNRandgotoSC2.4 0No =NotaWHCV SC 2.4. Has WDNR identified the wetland within the S/T/R as a Wetland of High Conservation Value and listed it on their website? DYes a Category I DNo = Not a WHCV SC3.0. Bogs Does the wetland (or any part of the unit) meet both the criteria for soils and vegetation in bogs? Use the key below. If you answer YES you will still need to rate the wetland based on its functions. SC 3.1. Does an area within the wetland unit have organic soil horizons, either peats or mucks, that compose 16 in or more of the first 32 in of the soil profile? DYes-Go to SC 3.3 0No-Go to SC 3.2 SC 3.2. Does an area within the wetland unit have organic soils, either peats or mucks, that are less than 16 in deep over bedrock, or an impermeable hardpan such as clay or volcanic ash, or that are floating on top of a lake or pond? DYes-Go to SC 3.3 0 No a Is not a bog SC 3.3. Does an area with peats or mucks have more than 70% cover of mosses at ground level, AND at least a 30% cover of plant species listed in Table 4? DYes =Isa Category I bog D No-Go to SC 3.4 NOTE: If you are uncertain about the extent of mosses in the understory, you may substitute that criterion by measuring the pH of the water that seeps into a hole dug at least 16 in deep. If the pH is less than 5.0 and the plant species in Table 4 are present, the wetland is a bog. SC 3.4. ls an area with peats or mucks forested(> 30% cover) with Sitka spruce, subalpine fir, western red cedar, western hemlock, lodgepole pine, quaking aspen, Engelmann spruce, or western white pine, AND any of the species (or combination of species) listed in Table 4 provide more than 30% of the cover under the canopy? Wetland Rating System for Western WA: 2014 Update Rating Form -Effective January 1, 2015 DYes= Isa Cate o Ibo DNo = Is not a bo 10 Cat. I Cat. I Cat.II Cat.I Cat.I Wetland name or number: Wetland A SC 4.0. Forested Wetlands Does the wetland have at least 1 contiguous acre of forest that meets one of these criteria for the WA Department of Fish and Wildlife's forests as priority habitats? //you answer YES you wilt stilt need to rate the wetland based on its functions. D Old-growth forests (west of Cascade crest): Stands of at least two tree species, forming a multi-layered canopy with occasional small openings; with at least 8 trees/ac (20 trees/ha) that are at least 200 years of age OR have a diameter at breast height (dbh) of 32 in (81 cm) or more. D Mature forests (west of the Cascade Crest): Stands where the largest trees are 80-200 years old OR the species that make up the canopy have an average diameter (dbh) exceeding 21 in (53 cm). DYes = Category I 0 No= Not a forested wetland for this section SC S.O. Wetlands in Coastal Lagoons Does the wetland meet all of the following criteria of a wetland in a coastal lagoon? D The wetland lies in a depression adjacent to marine waters that is wholly or partially separated from marine waters by sandbanks, gravel banks, shingle, or, less frequently, rocks D The lagoon in which the wetland is located contains ponded water that is saline or brackish(> 0.5 ppt) during most of the year in at least a portion of the lagoon (needs to be measured near the bottom) DYes-Go to SC 5.1 0 No= Not a wetland in a coastal lagoon SC 5.1. Does the wetland meet all of the following three conditions? D The wetland is relatively undisturbed (has no diking, ditching, filling, cultivation, grazing), and has less than 20% cover of aggressive, opportunistic plant species (see list of species on p. 100). D At least% of the landward edge of the wetland has a 100 ft buffer of shrub, forest, or un-grazed or un-mowed grassland. D The wetland is larger than 1/,o ac (4350 ft') DYes = Category I D No= Category JI SC 6.0. lnterdunal Wetlands Is the wetland west of the 1889 line (also called the Western Boundary of Upland Ownership or WBUO)? If you answer yes you wilt stilt need to rote the wetland based on its habitat functions. In practical terms that means the following geographic areas: D Long Beach Peninsula: Lands west of SR 103 D Grayland-Westport: Lands west of SR 105 D Ocean Shores-Copalis: Lands west of SR 115 and SR 109 DYes-Go to SC 6.1 0 No= not an interdunal wetland for rating SC 6.1. Is the wetland 1 ac or larger and scores an 8 or 9 for the habitat functions on the form (rates H,H,H or H,H,M for the three aspects of function)? DYes = Category I D No -Go to SC 6.2 SC 6.2. Is the wetland 1 ac or larger, or is it in a mosaic of wetlands that is 1 ac or larger? DYes = Category II DNo-Go to SC 6.3 SC 6.3. Is the unit between 0.1 and 1 ac, or is it in a mosaic of wetlands that is between 0.1 and 1 ac? Category of wetland based on Special Characteristics Jfyou answered No for all types, enter 11 Not Applicable" on Summary Form Wetland Rating System for Western WA: 2014 Update Rating Form -Effective January 1, 2015 D Yes = Category Ill D No = Category IV 11 Cat. I Cat. I Cat. II Cat I Cat.JI Cat. Ill Cat. IV NA Wetland name or number Wetland A This page left blank intentionally Wetland Rating System for Western WA: 2014 Update Rating Form -Effective January 1, 2015 12 ECY 2014 Wetland Rating Form: Depressional figures Fi g ure I. Cowa rd in plant cla sses -01 .3, Hl .l , Hl .4 Fi g ure 2 . H y drology: hydrope ri o ds, outle ts, and 150ft buffer -01 .1, Ol.4, 04.1, Hl.2, 02.2, 0 5.2 Fi g ure 3. Contributing upl a nd ba sin to w e tland area -04.3, 0 5.3 Fig ure 4. Accessibl e and undi s turbe d h a bita t 1km fr o m wetl a nd e d ge -H2.l , H2 .2, H2 .3 Fig ure 5. Screen-capture of 303(d) li sted w a te rs in ba sin -03.1 , 0 3.2 Fi g ure 6. Screen -ca pture o f T MOL list fo r WRl A -0 3.3 Resource s and links: King County i-Map Go og le Earth ECY 303(d) list TMOL list Figure 1. Cowardin plant classes -01.3, Hl.1, Hl.4 Q Wetland boundary ~\J Permanent stream • Palustrine emergent Q Palustrine scrub-shrub Palustrine forested Note : Boundaries depicted may not be to sca le. They are sketches based o n ava ilabl e data and best professional judgment. Figure 2. Hydrology: hydroperiods, outlets, and 150ft buffer -D1. 1, Dl.4, D4.l, HI.2, D2.2, D5.2 Seasonally flooded Q Saturated only f'\J Permanently flowing stream Q Approx. 150-foot buffer Note: Bou nd aries depicted m ay not be to scale. They are sketches based on ava il able data and best professional judgment 3 Figure 3. Contributing upland basin to wetland area -04.3, 05.3 Note: Boundaries depicted may not be to scale. They are sketches based on available data and best professional judgment. LEGEND * Wetland unit Q Approx. basin boundary 4 Figure 4. Accessible and undisturbed habitat 1 km from we tland edge -H2.1, H2.2, H2.3 Wetland A Relatively undisturbed Moderately disturbed Note: Boundaries depicted may not be to scale. They are sketches based on available data and best profess iona l judgment. 5 Figure 5. Screen-capture of 303(d) listed waters in basi n -03.1, 03.2 • Tu.,_,111 ····················· SE1861hSt S£164th$1 l'l : • -~ SE 168thSti- App rox i mately 1 mi le LEGEND ' Wetl a ndA 6 Figure 6. Screen-capture of TMDL list for WRJA in which un it is found -03.3 W RIA 9 : Duwa mis h -Gree n The following table l1~ts ove rview information for water Quality improvement proJects {1ncludm9 total maximum daily loads, or TMDL5.) for th is w ate r resource m·Jentory a rea ~). Please use links (where available) for more 1nformat1on on a proJect. • MIII S 1 ~ .l Co unties • Brr9 Waterbody Name Pollutants Status •• THDL Lead Ouwam1~h and Lower Ammonia-ri Approved by EPA ~ Green River .125-6-l9-.J.125 Fauntlero:i: Creek Fe cal Coliform Approved by EPA Joan Nolan Has an 1mplementat1on plan 425-649-4425 Fen wick Lak e Total Phosphorus Approved b y EN (1993, Tnc1a Shoblom Clean Lakes Program) 425 -649-7286 Category 5, 2008 Water Quality Assessment Gr een Riv!:;r ~nQ Temperatu re Green River TMDL Joan No lan Newaukum Creek Dissolved O xygen App rov ed b·f EPA -125 -649--1-125 Newaukum Creek TMDL App rov e d b/ EPA Has an 1mpl ementat1on plan Lake Sawyer Total Ph osphorus App rov ed by EPA Tricia 5hoQlom Has an implementation plan 425-6-19-7288 1 Soos Creek Fe ca l Coli f orm Un der dev elopment 1 Qavt ~arland .£25 -6.:19-7031 Aqua t ic Habitat Joan Nolan Dissolv ed Oxy ge n l -125-6-19 --1-125 Temperature • • S tatus will be liste d <JS one of the followrn9 : 4ppro·.1ed by EP4 , Under Dl!·telopm ent or im plem e nt~tion 7 PRELIMINARY TECHNICAL INFORMATION REPORT Proposed Valley Medical Center Parking Garage Addition Valley Medical Center Complex Renton, Washington Prepared for: Valley Medical Center September 9, 2016 Revised October 6, 2016 Our Job No. 18092 '8215 72ND AVENUE SOUTH KENT. WA 98032 {425) 251-6222 1425) 251-8782 FAX BRANCH OFFICES + TUMWATER. WA + LONG BEACH CA • ROSEVILLE. CA • SAN DIEGO CA www barghausen com TABLE OF CONTENTS 1.0 PROJECT OVERVIEW 1.0 PROJECT OVERVIEW Figure 1 -Technical Information Report (TIR) Worksheet Figure 2 -Site Location Figure 3 -Drainage Basins, Subbasins, and Site Characteristics Figure 4 -Soils 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Core Requirements 2.2 Analysis of the Special Requirements 3.0 OFF-SITE ANALYSIS 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology B. Developed Site Hydrology C. Performance Standards D. Flow Control System E. Water Quality System 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN (TO BE SUBMITIED LATER) 6.0 SPECIAL REPORTS AND STUDIES 7.0 OTHER PERMITS 8.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN ANALYSIS AND DESIGN (TO BE SUBMITIED LATER) 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT (TO BE SUBMITIED LATER) 10.0 OPERATIONS AND MAINTENANCE MANUAL (TO BE SUBMITIED LATER) 18092.003.doc 1.0 PROJECT OVERVIEW 1.0 PROJECT OVERVIEW The total area of new development on this project site, including new landscape area, totals 1.81 acres, of which 1.27 acres is a new building for a parking garage. The project site is located within the Northeast quarter of Section 31, Township 23 North, Range 5 East, Willamette Meridian, City of Renton, King County, Washington. More particularly, the site lies slightly to the west of Talbot Road South, north of South 43rd Street, and easterly of SR-167. The project site drains to the west down a drive aisle which is well documented through recent projects having occurred on this drive aisle, and courses through a biofiltration swale at the end of the Valley Medical Center and discharges into Panther Creek located on the north side of Valley Medical Center. Panther Creek drains northerly from that point through the Panther Creek wetlands area of the City of Renton with an ultimate discharge to Springbrook Creek. For purposes of sizing flow control and water quality, the City of Renton has indicated that Level 2 Flow Control, also known as Conservation Flow Control, is the required means of providing flow control for this project with Enhanced Water Quality being the water quality menu to be followed. The proposal for this development is to provide an underground detention vault sized for the area contributing to it with a pre-developed condition of till forest, 0.44 acre of roadway, 1.27 acres of building and 0.10 acre of landscaping, all draining to the detention vault, totaling 1.81 acres. Downstream of the detention vault will be located a modular wetland vault which is a proprietary device with General Use Level Designation for Basic, Enhanced, and Phosphorus Water Quality treatment capabilities through the Department of Ecology. The City of Renton is well aware of the capability of these modular wetland systems as they have recently been reviewed and approved on the Renton Marriott Inn Residence Inn project also located in Renton. At this time this project is seeking SEPA Review determination. With the Final Technical Information Report prepared for this project the conveyance systems on site will be sized as well as providing a Bond Quantity Worksheet, a Declaration of Covenant, and and Operation and Maintenance Manual. 18092 003.doc FIGURE 1 TECHNICAL INFORMATION REPORT {TIR) WORKSHEET KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner Vallev Medical Center Phone------------ Address ------------ Project Engineer ~A~l~i =Sa=d=r _____ _ Company Barghausen Consulting Engineers Inc. Phone (425) 251-6222 Part 3 TYPE OF PERMIT APPLICATION D Landuse Services Subdivision I Short Subd. I UPD [8J Building Services MIF I k;ommerciaj I SFR [8J Clearing and Grading D Right-of-Way Use D Other Part5 PLAN AND REPORT INFORMATION Technical Information Report Type of Drainage Review ~I Targeted (circle): Large Site Date (include revision dates): Date of Final: Part 6 ADJUSTMENT APPROVALS I Part 2 PROJECT LOCATION AND DESCRIPTION Project Name VMC -Parking Garage ODES Permit# ---------- Location Township ~2=3~N~--- Range ~5~E~----- Section ~3~1 _____ _ Site Address NWS -Talbot Road South and South 43rd Street Part 4 OTHER REVIEWS AND PERMITS D DFWHPA 0 COE404 D DOE Dam Safety D FEMA Floodplain D COE Wetlands D other D Shoreline Management [8J Structural Rockery~-- 0 ESA Section 7 Site Improvement Plan (Engr. Plans) Type (circle one): ~I Modified I Small Site Date (include revision dates): Date of Final: Type (circle one): Standard I Complex I Preapplication I Experimental I Blanket Description: (include conditions in TIR Section 2) Date of Approval: 2009 Surface Water Design Manual 111/09 18092.002.doc KING COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : _,R_,,e""n"'to"'-n,__ _________ _ Special District Overlays:------------------------ Drainage Basin: _,P~a=nt=h=e~r C~re=e=k ________ _ Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITIVE AREAS 12] River/Stream 12] Steep Slope D Lake D Erosion Hazard 12] Wetlands D Landslide Hazard D Closed Depression D Coal Mine Hazard D Floodplain D Seismic Hazard D Other D Habitat Protection D Part 10 SOILS Soil Type Slopes D High Groundwater Table (within 5 feet) D Sole Source Aquifer D Other D Seeps/Springs D Additional Sheets Attached 2009 Surface Water Design Manual Erosion Potential 1,1,09 18092.002.doc KING COUNTY, WASHINGTON. SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR} WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION/ SITE CONSTRAINT D Core 2 -Offsite Anal~sis D Sensitive/Critical Areas D SEPA D other D D Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 8 apply) Discharae at Natural Location Number of Natural Discharae Locations: 1 Offsite Analysis Level: l1J / 2 / 3 dated: Flow Control Level: 1 / ifl / 3 or Exemption Number (ind facility summary sheet) Small Site BMPs Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: Private/ Public If Private. Maintenance Loo Reauired: Yes I No Financial Guarantees and Provided: Yes I No Liabilitv Water Quality Type: Basic I Sens. Lake / !Enhanced Basicm I Bog (include facility summary sheet) or Exemption No. Landscaoe Manaaement Plan: Yes / No Special Requirements (as applicable) Area Specific Drainage Requirements Floodplain/Floodway Delineation Flood Protection Facilities Source Control (comm./industrial landuse) 2009 Surface Water Design Manual Type: CDA / SDO / MOP I BP / LMP / Shared Fae. I~ Name: Type: Major / Minor / Exemption / ~ 100-year Base Blood Elevation (or range): Datum: Describe: None Describe landuse: Describe any structural controls: \!\ '09 18092.002.doc KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: Treatment BMP: Yes I~ CPS-OWS Maintenance Agreement: Yes I No with whom? Other Drainage Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION t8l Clearing Limits t8J Stabilize Exposed Surfaces t8J Cover Measures D Remove and Restore Temporary ESC Facilities t8l Perimeter Protection t8J Clean and Remove All Silt and Debris Ensure t8J Traffic Area Stabilization Operation of Permanent Facilities t8J Sediment Retention t8J Flag Limits of SAO and open space preservation areas t8J Surface Water Control D Other D Dewatering Control t8J Dust Control t8J Flow Control Part 14 STORMWATER FACILITY DESCRIPTIONS(Note: Include Facilitv Summarv and Sketch) Flow Control Tvoe/Descriotion t8J Detention Vault D Infiltration D Regional Facility D Shared Facility D Flow Control BMPs D Other ' 2009 Surface Water Design Manual Water Quality D Biofiltration D Wetpool D Media Filtration D Oil Control D Spill Control D Flow Control BMPs t8J Other Type/Description MWS I L09 18092.002.doc KING COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS D Drainage Easement ~ Cast in Place Vault D Covenant D Retaining Wall D Native Growth Protection Covenant D Rockery > 4' High D Tract D Structural on Steep Slope D Other D Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil 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 knowledg he informationhovid~d h e is ac rate. / ,, ,, ' ~ • I 2009 Surface Water Design Manual \/\109 18092.002.doc FIGURE 2 SITE LOCATION a -~T ST SW 16TH ST - ~ m .. , < "' ~ ~ ,._ < § w "' :! \ s PUc;noR "' 41 > Fl % .. Tukwila ~ ~ ii ~ : "' - "' SE 164TH ST--... %. SW 27TH ST ~ "'o - ' s "',I' ~ Os "' > 0 0 "' ... "' "' "' SE 168TH ST -w- 0 ;,. ® > "' z ... w .., > :i ~ ... "' ~ ... ~ 1, "' :i; ~ SW 34TH ST--"' "' ~ .... '3 "'o ~ 'I,() I > i ,0 'l's 0 .. I "' ) ;:- -;;t, SW 39TH sr. t ~AREAOF § WORK SE 1 76TH ST --- "' SW41STST ... 0 a SCARR 1'0 SW 43RD ST SW 43RD ST [ "' "' "' E (ill) > w ... > 0, w I <( § 0 "' .... I .... w :£ b ;, " > -0 ... "' "' I s t.; , 0 SE 192ND ST "' w "' S 190,HST ~ SE 196TH ST ---~SE 1' 0 ... 167 I .. .... I :£ - S 200TH ST --SE 200TH ST REFERENCE: Rand McNally (2016) Scale For: Job Number Honzontsl N.T.S. Vertical NIA Valley Medical Center Parking Garage 18092 c:,,HA<, 18215 72ND AVENUE SOUTH Renton, Washington ~ KENT. WA 98032 Ill " -z. (4,o) ,01-0,u Title: 0 ~ . (425) 251-8782 VICINITY MAP \ ,-~ ! (,(,_1"°Q ltH~IT' ...... • CIVIL ENGINEERING. LAND PLANNING. SURVEYING. ENVIRONMENTAL SERVICES JlfilE; 09107116 P '<f8000s',18092iexhibl/\graphicsl18092 vmap.cdr FIGURE 3 DRAINAGE BASINS, SUBBASINS, AND SITE CHARACTERISTICS --;;~--.:=_~:~~:----~~- f~---'=--·t.:t.:-_;'-C\ ---~ -4!-ao ·- 0 15 JO 60 fb'le ... f:>'"'e-'$:el'IO:<l'" , ...... :,-.1 I''=-00 1 J' ,< ---=--..::L_ " ' " · . ..._ / ),;. 1(_____ ()~' '.::;\ ::;''7' I -i · I ((la. r.:,1)1 ; d,f ' i .... l .1 / /,'/J 'f I .(:?,,/ I t / EXIS'Tm PAAKNG GARAGE BSBL/ I :JO~ N , " ,---, . ~ _r:. '-,, I GRADING AND UTILITY PLAN ,, 1.t1~. 137~0~· M • O;:J.Q/ ' .. I __,__ .,,,,c Jih:,,,v ri fr _IE • 77.18 (12" E) IE • 77.18 (12" S) ~~_;-_ /. -I -:/ j/ NEW TRp;cl< DRAI N R1W •79.J7 NEW l -<" PVC SCH. 80 UfCTRICAI. CONOU!T \ ~-.~ ~-SIO[ \. -i ' EXISTNG l3Ul.OING ,I \//~---~.... .,. . '// CBMEX.ce'TOIE~ , . , /,-/, . Ni) IUUCB) W!TK / / ' I I ctECl(E) FOR caAJANCE I /' IEW 'lll'e i. 54' ! I/ -~ TO CITY STAIOAF08 .RIM c: 8J .t9 1 I, 11 -'IE • 7(1124 (1z";J:IEI.' 1 IE • i8.76 (ff /r,}' f IE ,; 76 .2 4)):i/i; JI) 1 IE "' 76 .24 S JN ) , / : I' I ----------Date ____ _ ___________ Dot, ____ _ Dai, .. / ,.· ;j f'' •:c:r . I.. ' ;.; 'L 8ARGHAUS£N C0NSut. TING ENGINEERS 18215 72ND AVOIU[ SOUTH l([MT, WA 980J2 (425)251 -6222 (425)251-8782 F,X CONTACT: ON< 8AUl£LU " " " v;.-.1r/!...1~·n '1/b ,wL.47 ~/11J! 11~ \ \ \ Ii/ t I. I 'I ·'' ,w ,i rr1!. •' I I~, B/ I ~ ' . ' i' 'i' ' Q: a. ~ "'"' ~ ~~ < .... -0 ,....._ "'0 _____ .o_.~ li, ~ ~ ~ w ::> ::> "u I- I- I- I- I V1 V1 I a.. a.. a.. zo ~ o I ~-[.§ v-t !ti , 5 ~;~ vi gi~ ~ _,s . I ' 0 o O c- z ' ~ a: ~~ l'rn I __J < tu <Q_ 8~~~ ~~~~ (ii~~- ::1c§ !j ~i ~- I ::,.C Z ~~~~ 0~ w 0 a: ~z ~ i. ~ ~z f Oo 0 E-< ~ >--z :a E--<~ cf'. -~ ~ u .!" :2 ·5 1~ ~ I 1 a. - i @!1 ,, tt •• • t f ] l :'.l .;..; ~ 0 '~ ~ 1 " ~ :, 'f § ;;:. · · it .'·1-··· ' ,· 'I 1, ~ ,e . 'l I ' :1 j , I i / ii~ ' ;; ~ :; ! 1.r t ii:- ~GH~(J~ qi~-·-.!' -~ Cl -/" O ~ , .. -~ ,s, ... "<>-, : t,.<c,~ lw'cENG\" t / / :f : I ·, ~ti.I lit, I I I ,'. // 1,: CITY OF RENTON ~ ~ .. ,, I ,, ii I ,. s t 1 COMMtHTY AW ECONOMIC DE'IB.OPMENT 'i' ! ,: g' ,· GRADING AND UTILITY PLAN OElll<H'O "'""'" C>EC>:B) ......,,.., ---~ I"""'-"~-~-~ 1"13..0 eoc»:._ r'ACE --r-~··-;;-7~--·~,-....,., C4 "" _jg__ I § i ~ <= ('J ; 0 z ~ uj (j a::i RE FERENCE : USDA . Natural Resources Conservation Service Hon1011tal N. T.S. Ve rt«:al NIA 18 2 15 72NDAVENUE SOUTH KENT. WA 98032 (4,ol ,01-0,u (425) 251-8782 CIVIL E NGI NEERING. LA NO PLAN NING SURVE YING. ENVIRONMENTAL SERVICES P '1800Qs\ 18092\exh1b1tlgraph1csi 18092 soil cdr ~ AgC = Alderwood gravelly sandy loam , 8-15 % slopes For: Job Number Valley Medical Center Par king Garage 18092 Renton , Wash ington Title: SOIL SURVEY MAP DATE : 09 107 116 FIGURE 4 SOILS 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Eight Core Requirements Core Requirement No. 1: Discharge at the Natural Location. Response: This site will continue to discharge to the west down a drive aisle through a pipe conveyance system previously sized for the runoff from this area without detention; however, detention will be provided. Core Requirement No. 2: Off-Site Analysis. Response: Please refer to Section 3.0 of this report for the Off-Site Analysis prepared for this project site. Core Requirement No. 3: Flow Control. Response: Per City of Renton requirements for this area of the City of Renton Conservation Flow Control, also known as Level 2 Flow Control is the requirement for this project utilizing a pre-developed condition of till forest for the entire area being developed. This is the methodology selected for this project. Core Requirement No. 4: Conveyance System. Response: With the Final Technical Information Report prepared for this project the conveyance system will be sized and designed at that time. Core Requirement No. 5: Erosion and Sediment Control. Response: This project will concur with all erosion and sediment control requirements of the 2009 King County Surface Water Design Manual as amended and adopted by the City of Renton per their requirements. Core Requirement No. 6: Maintenance and Operations. Response: This project will provide a Maintenance and Operations Manual consistent with the City of Renton requirements with the Final Technical Information Report prepared for this project. Core Requirement No. 7: Financial Guarantees and Liability. Response: This project will concur with all financial guarantees and liabilities requirements of the City of Renton for projects of this nature. Core Requirement No. 8: Water Quality. Response: This project is providing a modular wetland system which has Department of Ecology approval for General Use Level Designation for Enhanced, Basic, and Phosphorus Water Quality treatment capabilities. This is more than the requirement of Enhanced Water Quality that the City of Renton has adopted for this area. 18092.003.doc 2.2 Analysis of the Five Special Requirements Special Requirement No. 1: Other Adopted Area-Specific Requirements. Response: There are no known other adopted area-specific requirements applicable to this area of the City of Renton area required to the best of our knowledge. Special Requirement No. 2: Flood Hazard Area Delineation. Response: This project is not located in a flood hazard area as the site is over 30 feet higher in elevation than Panther Creek lying northerly of the project site. Panther Creek never would overtop that ravine to flood this project. Special Requirement No. 3: Flood Protection Facilities. Response: This project does not rely on an existing flood protection facility nor does it propose to modify or construct a new flood protection facility: therefore, this Special Requirement does not apply. Special Requirement No. 4: Source Control. Response: This project will provide Source Control in accordance with the King County pollution prevention manual and King County Code Section 9.12 such that the owner will be educated about the proper use of pesticides and fertilizers and the parking lot will be swept on a regular basis. Special Requirement No. 5: Oil Control. Response: This project will have several levels of the parking garage not subject to stormwater run-on or runoff; however, coalescing plate oil/water separators will be provided to treat any wash down water which may land on the different levels of the parking garage prior to discharge to the sanitary sewer. 18092 003.doc 3.0 OFF-SITE ANAL VSIS 3.0 OFF-SITE ANALYSIS This project is part of an overall development which is being redeveloped with the addition of a new parking garage, thereby removing and replacing some areas of impervious suriace in addition to landscaped areas with new impervious surface. The ultimate discharge location for this project site is into Panther Creek located northerly from the project site; however, runoff from this project site will be treated through a modular wetland system and discharged to the southwest down a drive aisle which courses westerly through the Valley Medical Center development, ultimately draining into a biofiltration swale for additional water quality feature prior to discharge to Panther Creek which courses for over 1 mile due north through the Panther Creek wetland area of the City of Renton. The ultimate discharge location for this project site is the Green River several miles downstream from the project site. There is no upstream basin contributing runolf to this area of the project site. 18092 003.doc ASSESSOR MAP 1 VALLEY MEDIC L CENTER NORTH CAMP B.S P REFERENCE: King County Department of Assessments (Dec. 2011) Scale Honzontal N. T.S. Vertical f'IJA 18215 72ND AVENUE SOUTH KENT. WA 98032 (4l5) L51-t;UL (425) 251-8782 CIVIL ENGINEERING. LAND PLANNING SURVEYING ENVIRONMEI\ITAL SERVICES P 118000s1180921exh1bil,graphics',18092 amap.cdr For: Job Number Valley Medical Center Parking Garage 18092 Renton, Washington Title: ASSESSOR MAP DATE: 09107116 FEMA MAP -a-I!\ \ \ I 1 1 \ \ \ I \ \ i ,/ \ \\ ii/ j /1 le ,/ 1 1 NOTE, MAP AREA SHOWN ON THIS ?ANEL IS LOCATED , , TOWNSHIP 23 NORTH, RANGE 5 EAST. i I _.,.., i I / JL_ ! I I i 1 1 /----_ I / I i ; // L__ I L 1/ ~I KING COl1 I\TY l'N!:--:CORPORA rED i\RF 530071 ;.'j. ••• a,h ~---L f 1!-J(ORK _w>} I --------jl / ! ~-+___ )__ ; I; !\ : / 1)\ __ I/ · r 1 1 1 \ . _// -, II \ ! (_/,~- l , r _ t. · _, . i ---I' u:-Kt..',,• '":I J ZO!'lE A:;· / / J I J;TI\ I I an OF Km :1 CIT D ZONE X LEGEND OTHER AREA.S ZONE X ..,~_.., dc!PrfVl~lC• ti,:,.~ )O\.'\.W-~f lhodpla<"I REFERENCE: Federal Emergency Management Agency (Portion of Map 53033C0979 F, May 1995) Scale For: Job Number ---H-on,_0"_'"-' _N_.r._s. ___ v_."_"_"_NJ_~------1 Valley Medical Center Parking Garage 18092 18215 72NDAVENUE SOUTH KENT, WA 98032 (42!:,) 2!:,1-62:12 (425) 251-8782 CIV\L ENGINEERING LAND PLANNING SURVEYING. ENVIRONMENTAL SERVICES P , 18000s, 18092,exh1b1Hgraph1cs118092 fem a cdr Title: Renton, Washington FEMAMAP ~09107116 SENSITIVE AREAS MAP Property Layers Parral!l Coal mine hazard (1990 SAO) Environmentally sensitive Areas Erosion hazard (1990 SAO) Strear1 (1990 SAO) class 1 class 2 perennial class 2 salmon id class 3 uoclassrned Seismc hazard (1990 SAO) ISi LancllliCB haz:ud I 1990 SAO) D REFERENCE: King County ,MAP (2016) Scale Honzon/a/ N. T.S. ver11ca1 NIA 18215 72ND AVENUE SOUTH KENT, WA 98032 (4,'!,) 201-6,'2;/ (425) 251-8782 CIVIL ENGINEERING. LAND PLANN!NG SURVEYING ENV1RONMENTAL SERVICES P 118000s' 180921exh1M .graphics1 18092 serrs cdr Welland (1990 SAO) 0 For: Valley Medical Center Parking Garage Renton, Washington Title: SENSITIVE AREAS MAP Job Number 18092 DATE: 09107116 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology Since the City has indicated that Conservation Flow Control is the required flow control menu to be followed for this site. the pre-developed condition regardless of the existing land cover must be modeled as till forest. However. there are portions of the existing pre-developed conditions that consist of impervious surface as well as landscape areas. These will all be ripped out with new impervious surface to replace most of the existing development on the site. In addition, approximately 0.1 acre of new thickly vegetated landscape areas will be also added. B. Developed Site Hydrology The total area of contributing development to the detention vault proposed for this project site is 1.81 acres. which consists of 1. 71 acres of impervious suriace. more thoroughly described as 1.27 acres of building and 0.44 acre of drive aisle or roadway improvement with a remaining area of 0.1 acre of new landscape contrrbuting to detention. C. Performance Standards The area-specific flow control facility standards determined from the City of Renton is Conservation Flow Control. The conveyance system capacity standard for this development will be the Modified Rational Method as adopted by the City of Renton. The area-specific water quality treatment menu to be followed for this project site is the Enhanced Water Quality Menu which is met with a modular wetland system. D. Flow Control System Please refer to the illustrated sketch of the flow control facility on the following pages of this report as well as the flow control calculations consisting of computer print outs. E. Water Quality System Please refer to the illustrated sketch of the proposed water quality facility located on the following pages of this report. This illustrative sketch shows the calculations and sizing requirements that are being provided for this project for a modular wetland system. 18092 003.doc FLOW CONTROL AND WATER QUALITY SIZING CRITERIA Pre-Developed: Till Forest Developed: Building Road Landscaping TOTAL FLOW CONTROL AND WATER QUALITY SIZING CRITERIA 1.81 Acre 1.27 Acres 0.44 Acre 0.10 Acre 1.81 Acres 18092.003 doc FLOW CONTROL CALCULATIONS , Pau~d Fiow Frequency · KCRTS I, ·,: 1/1, 11, l:1 ~"''., • 18092pre pks ,(',1 l,1 Return Period 5 10 20 10 1 R • 'ii .L ~ ., !=' " C :;: 5 10 ·2 • 10 J 1 2 5 • 00 10 20 30 40 50 60 Cumulat,ve Probab1hty • • • 70 80 90 95 .._<;, \' \!" \ '"t· ~ ), \:i"-. l "" \\ -~ '~ ; ~-s E 50 100 • 98 99 ;~) -~ , .. c. \ ". ?'"\ ::: .. ~ ' " .-,.. ' .. ) -l, I " I ;e /l Q) " " Ol "O al ;l UJ ~ :a "' 1' .0 0 I ,i: '? ;e I f I ~ I ;e a:: 8 0 "' zi o oi·o 80"0 90·0 l•O"O zoo 00' 0 ;e (!':~:1) a6Jeu~s1n KCRTS Command INFORMATION about this program KCRTS Command CREATE a new Time Series Production of Runoff Time Series Project Location : Sea-Tac Computing Series 18092pre.tsf Regional Scale Factor 1.00 Data Type Reduced Creating Hourly Time Series File Till Forest Loading Time Series File:C:\KC_SWDM\KC_DATA\STTF60R.rnf 1.81 acres Total Area 1.81 acres Peak Discharge: 0.146 CFS at 9:00 on Jan 9 in Year 8 Storing Time Series File:18092pre.tsf Time Series Computed KCRTS Command Enter the Analysis TOOLS Module Analysis Tools Command Compute PEAKS and Flow Frequencies Loading Stage/Discharge curve:18092pre.tsf Flow Frequency Analysis Time Series File:18092pre.tsf Project Location:Sea-Tac Project Location Computing Series Regional Scale Factor Data Type Frequencies & Peaks saved to File:18092pre.pks Analysis Tools Command RETURN to Previous Menu KCRTS Command CREATE a new Time Series Production of Runoff Time Series Sea-Tac 18092dev.tsf 1.00 Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC SWDM\KC_DATA\STTG60R.rnf Till Grass o .10 acres Impervious Loading Time Series File:C:\KC_SWDM\KC_DATA\STEI60R.rnf 1.71 acres Total Area 1.81 acres Peak Discharge: 0.829 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:18092dev.tsf Time Series Computed KCRTS Command Enter the Analysis TOOLS Module Analysis Tools Command Compute PEAKS and Flow Frequencies Loading Stage/Discharge curve:18092dev.tsf Flow Frequency Analysis Time Series File:18092dev.tsf Project Location:Sea-Tac Frequencies & Peaks saved to File:18092dev.pks Analysis Tools Command Compute Flow DURATION and Exceedence Loading Time Series File:18092pre.tsf Computing Flow Durations Durations & Exceedence Probabilities to File:18092target.dur Analysis Tools Command RETURN to Previous Menu KCRTS Command Size a Retention/Detention FACILITY Loading Retention/Detention Facility File:18092stream.rdf Retention/Detention Facility Design Route Time Series through Facility Loading Time Series File:18092dev.tsf Reservoir Routing [R/D Facility] Inflow/Outflow Analysis Flow Frequency Analysis Time Series File:18092pre.tsf Project Location:Sea-Tac ---Annual Peak Flow RaLes--- Flow Rate Rank Time of Peak (CFS) 0 .114 2 2/09/01 18:00 0.031 7 1/06/02 3:00 0.085 4 2/28/03 3:00 0.003 8 3/24/04 20:00 0.050 6 1/05/05 8:00 0.088 3 1/18/06 21:00 0.074 5 11/24/06 4:00 0.146 1 1/09/08 9:00 Computed Peaks -----Flow Frequency Analysis------- -Peaks Rank Return Prob (CFS) Period 0. 14 6 1 100.00 0. 990 0 .114 2 25.00 0 . 960 0.088 3 10.00 0 .900 0.085 4 5.00 0.800 0. 074 3.00 0.667 0. 050 6 2.00 0.500 0 .031 7 l. 30 0.231 0 .003 8 l. 10 0.091 0. 135 50.00 0.980 Flow Frequency Analysis Time Series File:18092dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0.424 7 2/09/01 2:00 0.370 8 1/05/02 16:00 0.515 12/08/02 18:00 0.428 6 8/26/04 2:00 0.509 4 10/28/04 16:00 0.452 5 1/18/06 16:00 0.623 2 10/26/06 0:00 0.829 1 1/09/08 6:00 Computed Peaks -----Flow Frequency Analysis------- -Peaks Rank Return Prob (CFS) Period 0. 829 1 100.00 0.990 0.623 2 25.00 0. 960 0.515 3 10.00 0.900 0.509 4 5.00 0.800 0.452 5 3.00 0.667 0.428 6 2.00 0.500 0.424 7 1. 30 0.231 0.370 8 1.10 0.091 0.761 50.00 0.980 Flow Frequency Analysis Time series File:18092rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks --Rank Return Prob (CFS) (CFS) I ft) Period 0.094 2 2/09/01 20:00 0.156 8.52 1 100.00 0.990 0.025 6 1/07/02 4:00 0. 094 8.25 2 25.00 0. 960 0.080 4 3/06/03 22 :00 0.080 7 .13 10.00 0.900 0.021 8 8/26/04 7: 00 0.080 7.08 4 5.00 0.800 0.025 7 1/08/05 5 :00 0.056 5.70 5 3.00 0.667 .056 5 1/18/06 23 :00 0.025 5.00 6 2.00 0.500 0.080 3 11/24/06 8 :00 0.025 4.88 7 1 .30 0.231 0.156 1 1/09/08 12:00 0.021 3.73 8 l. 10 0.091 Computed Peaks 0 .136 8.51 50. 00 0.980 Retention/Detention Facility Type of Facility: Detention Vault Facility Length: Facility Width: Facility Area: Effective Storage Depth: Stage O Elevation: Storage Volume: Riser Head: Riser Diameter: Number of orifices: Orifice # 1 2 Height (ft) 0.00 5.00 156.00 24.00 3744. 8.50 78.00 31824. 8.50 12.00 2 Diameter (in) 0.64 1.13 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage ft ft sq. ft ft ft cu. ft ft inches Full Head Pipe Discharge (CFS) 0.033 0.064 Diameter (in) 4.0 Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 78.00 0. 0.000 0.000 0.00 0.01 78.01 37. 0.001 0.001 0.00 0.02 78.02 75. 0.002 0.002 0.00 0.03 78.03 112. 0.003 0.002 o.oo 0.04 78.04 150. 0.003 0.002 0.00 0.05 78.05 187. 0.004 0.003 0.00 0.20 78.20 749. 0.017 0.005 0.00 0.34 78.34 1273. 0.029 0.007 0.00 0.49 78.49 1835. 0.042 0.008 0.00 0.63 78.63 2359. 0.054 0.009 0.00 0.77 78.77 2 883. 0.066 0.010 0.00 0.92 78.92 3445. 0.079 0. 011 0.00 1.06 79.06 3969. 0.091 0.012 0.00 1. 21 79.21 4530. 0.104 0.012 o.oo 1. 35 79.35 5054. 0 .116 0.013 0.00 1.49 79 .49 5579. 0 .128 0. 014 0.00 1. 64 79.64 6140. 0. 141 0.014 0.00 1. 78 79.78 6664. 0.153 0.015 0.00 1. 93 79.93 7226. 0.166 0.016 0.00 2.07 80.07 7750. 0.178 0.016 0.00 2.21 80. 21 8274. 0.190 0.017 0.00 2.36 80.36 8836. 0.203 0.017 0.00 2.50 80.50 9360. 0.215 0.018 o.oo 2.65 80.65 9922. 0.228 0.018 0.00 2.79 80.79 10446. 0.240 0.019 0.00 2.93 80.93 10970. 0.252 0.019 0.00 3.08 81.08 11532. 0.265 0.020 0.00 3.22 81.22 12056. 0.277 0.020 0.00 3.37 81. 37 12617. 0.290 0.021 0.00 3.51 81.51 13141. 0.302 0. 021 0.00 3.66 81. 66 13703. 0.315 0.021 0.00 3.80 81.80 14227. 0.327 0.022 0.00 3.94 81.94 14 751. 0.339 0.022 0.00 4 .09 82.09 15313. 0.352 0.023 0.00 4 .23 82.23 15837. 0.364 0.023 0.00 4 .38 82.38 16399. 0.376 0.023 0. 00 4 .52 82.52 16923. 0.388 0.024 0.00 4 .66 82.66 17447. 0.401 0.024 0.00 4 .81 82.81 18009. 0. 413 0.025 0.00 4.95 82.95 18533. 0.425 0.025 0.00 5.00 83.00 18720. 0.430 0.025 0.00 5. 01 83.01 18757. 0.431 0 .025 0 .00 5. 02 83.02 18795. 0.431 0. 026 0.00 5 .04 83.04 18870. 0. 4 3 3 0 .027 0.00 5 .05 83.05 18907. 0.434 0 .029 0.00 5.06 83.06 18945. 0.435 0 .032 0.00 5.07 83.07 18982. 0.436 0.034 0.00 5.08 83.08 19020. 0.437 0.035 0 .00 5 .09 83.09 19057. 0.437 0.036 0 .00 5 .24 83.24 19619. 0.450 0.042 0 .00 5. 38 83.38 2 014 3. 0.462 0.047 0 .00 5 .53 83.53 20704. 0.475 0.051 0 .00 5.67 83.67 21228. 0.487 0.055 0.00 5.81 83.81 21753. 0.499 0.058 0.00 5.96 83 .96 22314. 0.512 0.061 0.00 6.10 84.10 22838. 0.524 0.064 0.00 6.25 84.25 23400. 0.537 0.066 0.00 6.39 84.39 23924. 0. 54 9 0.069 0.00 6.53 84 .53 24448. 0.561 0.071 0.00 6.68 84.68 25010. 0.574 0.073 0.00 6.82 84.82 25534. 0.586 0.076 0.00 6.97 84. 97 26096. 0.599 0.078 0.00 7 .11 85.11 26620. 0. 611 0 .080 0.00 7.25 85. 25 27144. 0.623 0.082 0.00 7.40 85.40 27706. 0.636 0.084 0.00 7.54 85.54 28230. 0.648 0.085 0.00 7 .69 85 .69 28791. 0.661 0 .087 0.00 7.83 85 .83 29316. 0.673 0.089 0. 00 7.98 85 .98 29877. 0.686 0.091 0.00 8.12 86 .12 30401. 0.698 0.092 0.00 8.26 86.26 30925. 0.710 0.094 0.00 8. 41 86.41 31487. 0.723 0. 096 0.00 8.50 86.50 31824. 0.731 0 .097 0.00 8.60 86.60 32198. 0.739 0. 406 0.00 8.70 86.70 32573. 0.748 0.970 0.00 8.80 86.80 32 94 7. 0.756 1. 7 00 0.00 8.90 86.90 33322. 0.765 2 .490 0 .00 9.00 87.00 33696. 0.774 2.780 0 . 00 9.10 87 . 10 34070. 0.782 3.030 0. OD 9.20 87.20 34445. 0.791 3.270 0 .00 9.30 87.30 34819. 0.799 3. 490 0.00 9.40 87.40 35194. 0.808 3.690 0.00 9.50 87.50 35568. 0.817 3.890 0.00 9.60 87.60 35942. 0.825 4.070 0.00 9.70 87.70 36317. 0.834 4.250 0.00 9.80 87.80 36691. 0.842 4.420 0.00 9.90 87.90 37066. 0.851 4.590 0.00 10.00 88.00 37440. 0.860 4.740 0.00 10.10 88.10 37814. 0.868 4.900 0.00 10.20 88.20 38189. 0.877 5.050 0.00 10.30 88.30 38563. 0.885 5.190 0.00 10.40 88.40 38938. 0.894 5.330 0.00 Hyd Inflow Outflow Peak Storage Target Cale Stage Elev 1 0.83 ******* 0.16 8.52 86.52 2 0.42 0 .11 0.09 8.25 86.25 3 0.51 ******* 0.08 7.08 85.08 4 0.62 ******* 0.08 7 .13 85 .13 5 0.45 ******* 0.06 5.70 83.70 6 0.37 ******* 0.03 5.00 83.00 7 0.51 ******* 0.03 4.88 82.88 8 0.43 ******* 0.02 3.73 81. 73 Route Time Series through Facility Inflow Time Series File:18092dev.tsf Outflow Time Series File:18092rdout Inflow/Outflow Analysis Peak Inflow Discharge: Peak Outflow Discharge: Peak Reservoir Stage: Peak Reservoir Elev: 0.829 CFS 0.156 CFS 8.52 Ft 86.52 Ft at at Peak Reservoir Storage: 31895. Cu-Ft 0.732 Flow Frequency Analysis Time Series File:18092rdout.tsf Project Location:Sea-Tac Ac-Ft (Cu-Ft) (Ac-Ft) 31895. 0.732 30894. 0.709 26514. 0.609 26680. 0.612 21348. 0.490 18709. 0.430 18273. 0.419 13955. 0.320 6:00 on Jan 9 in Year 8 12:00 on Jan 9 in Year 8 ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks --Rank Return Prob (CFS) (CFS) (ft) Period 0.094 2 2/09/01 20: 00 0.156 8.52 1 100.00 0.990 0.025 6 1/07/02 4:00 0.094 8.25 2 25.00 0. 960 0.080 4 3/06/03 22:00 0.080 7 .13 3 10.00 0 .900 0.021 8 8/26/04 7:00 0.080 7.08 4 5.00 0.800 0.025 7 1/08/05 5:00 0.056 5.70 5 3.00 0.667 0.056 5 1/18/06 23:00 0.025 5.00 6 2.00 0.500 0.080 3 11/24/06 8:00 0.025 4.88 7 1.30 0.231 0.156 1/09/08 12:00 0.021 3.73 8 1.10 0.091 Computed Peaks 0 .136 8.51 50.00 0.980 Flow Duration from Time Series File:18092rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.001 25185 41.071 41.071 58. 929 0.589E+OO 0.004 5766 9.403 50.475 4 9. 52 5 0.495E+OO 0.007 5296 8.637 59. 111 40.889 0.409E+OO 0.009 6058 9.879 68. 991 31. 009 0.310E+OO 0.012 4684 7.639 76.629 23.371 0.234E+OO 0.015 5489 8.951 85.581 14.419 0.144E+OO 0.017 3317 5.409 90.990 9.010 0.901E-01 0. 020 1805 2.944 93.933 6.067 0.607E-01 0.022 1936 3.157 97.091 2.909 0.291E-01 0.025 1210 1.973 99.064 0 .936 0.936E-02 0.028 206 0.336 99.400 0 .600 0.600E-02 0.030 5 0.008 99. 4 08 0. 592 0.592E-02 0.033 6 0.010 99.418 o. 582 0.582E-02 0.035 8 0. 013 99.431 0 .569 0.569E-02 0.038 26 0.042 99.473 0 .527 0.527E-02 0. 041 32 0.052 99.525 0. 4 75 0.475E-02 0.043 28 0.046 99.571 0.429 0.429E-02 0.046 30 0.049 99.620 0.380 0.380E-02 0.048 22 0.036 99.656 0.344 0.344E-02 0.051 33 0.054 99.710 0. 290 0 .290E-02 0.054 19 0. 031 99.741 0. 259 0.259E-02 0.056 21 0.034 99.775 0.225 0.225E-02 0.059 14 0.023 99.798 0.202 0.202E-02 0.062 8 0. 013 99.811 0.189 0.189E-02 0.064 7 0 . 011 99.822 0.178 0.178E-02 0.067 14 0.023 99.845 0.155 0. 155E-02 0.069 9 0.015 99.860 0.140 0.140E-02 0 . 072 15 0.024 99.884 0 .116 0. 116E-02 0 .075 9 0.015 99.899 0.101 0.lOlE-02 0 .077 10 0.016 99.915 0 .085 0.848E-03 0. 080 16 0.026 99. 941 0.059 0.587E-03 0.082 12 0.020 99.961 0. 039 0.391E-03 0.085 7 0. 011 99. 972 0.028 0 .277E-03 0.088 4 0.007 99.979 0.021 0.212E-03 0.090 4 0.007 99.985 0.015 0.147E-03 0.093 6 0.010 99.995 0.005 0.489E-04 ---------------------------------- Route Time Series through Facility Inflow Time Series File:18092dev.tsf Outflow Time Series File:18092rdout Inflow/Outflow Analysis Peak Inflow Discharge: 0.829 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.156 CFS at 12: 00 on Jan 9 in Year 8 Peak Reservoir Stage: 8.52 Ft Peak Reservoir Elev: 86.52 Ft Peak Reservoir Storage: 31895. Cu-Ft 0.732 Ac-Ft Flow Frequency Analysis Time Series File:18092rdout.tsf Project Location,Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0. 094 0.025 0.080 0.021 0.025 0.056 0.080 0.156 Computed Peaks 2 6 4 8 7 5 3 1 2/09/01 1/07/02 3/06/03 8/26/04 1/08/05 1/18/06 11/24/06 1/09/08 20:00 4:00 22:00 7:00 5:00 23:00 8:00 12:00 -----Flow Frequency Analysis------- --Peaks --Rank Return Prob (CFS) (ft) Period 0.156 8.52 1 100.00 0.990 0.094 8.25 2 25.00 0.960 0.080 0.080 0.056 0.025 0.025 0.021 0 .136 7 .13 7.08 5.70 5.00 4.88 3.73 8.51 3 4 5 6 7 8 10.00 5.00 3.00 2.00 1. 30 1.10 50.00 0.900 0.800 0.667 0.500 0.231 0.091 0.980 Flow Duration from Time Series File:18092rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.001 0. 004 0.007 0.009 0.012 0.015 0.017 0.020 0.022 0.025 0.028 0.030 0.033 0.035 0.038 0.041 0.043 0.046 0.048 0.051 0.054 0.056 0.059 0.062 0.064 0.067 0.069 0. 072 0.075 0.077 0.080 0.082 0.085 0.088 0.090 0.093 25185 5766 5296 6058 4684 5489 3317 1805 1936 1210 206 5 6 8 26 32 28 30 22 33 19 21 14 8 7 14 9 15 9 10 16 12 7 4 4 6 41.071 9. 4 03 8.637 9.879 7.639 8.951 5. 409 2.944 3.157 1.973 0.336 0.008 0.010 0.013 0.042 0.052 0.046 0. 049 0.036 0.054 0.031 0.034 0.023 0.013 0. 011 0.023 0.015 0.024 0.015 0.016 0.026 0.020 0.011 0.007 0.007 0.010 Duration Comparison Anaylsis Base File: 18092pre.tsf 41. 071 50.475 59. 111 68.991 76.629 85.581 90.990 93.933 97.091 99.064 99.400 99.408 99.418 99.431 99.473 99.525 99.571 99.620 99.656 99.710 99.741 99.775 99.798 99.811 99.822 99.845 99.860 99.884 99. 8 99 99.915 99.941 99. 961 99.972 99.979 99.985 99.995 58.929 49.525 40.889 31.009 23. 371 14.419 9.010 6.067 2.909 0.936 0.600 0.592 0.582 0.569 0.527 0.475 0.429 0.380 0.344 0.290 0.259 0.225 0.202 0.189 0.178 0.155 0 .140 0 .116 0.101 0.085 0.059 0.039 0.028 0. 021 0.015 0.005 0.589E+OO 0.495E+OO 0.409E+OO 0.310E+OO 0.234E+OO 0.144E+OO 0.901E-Ol 0.607E-01 0.291E-01 0.936E-02 0.600E-02 0.592E-02 0.582E-02 0.569E-02 0.527E-02 0.475E-02 0.429E-02 0.380E-02 0.344E-02 0.290E-02 0.259E-02 0.225E-02 0.202E-02 0.189E-02 0.178E-02 0.155E-02 0.140E-02 0.116E-02 O.lOlE-02 0.848E-03 0.587E-03 0 .391E-03 0.277E-03 0.212E-03 0.147E-03 0.489E-04 New File: 18092rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time--------------Check of Cutoff Base New %Change Probability 0.025 0.97E-02 0.97E-02 0.2 0.97E-02 0.032 0.64E-02 0.59E-02 -8 .1 0.64E-02 0.038 0.50E-02 0.52E-02 4 .9 O.SOE-02 0. 04 5 0.37E-02 0.39E-02 4 .4 0.37E-02 0.052 0.29E-02 0.27E-02 -6.1 0.29E-02 0.059 0 .22E-02 0.20E-02 -8.8 0.22E-02 0.066 O.lSE-02 0.16E-02 6.4 0.15E-02 0.073 O.lOE-02 O.llE-02 6.3 0.lOE-02 0.080 0.64E-03 0.64E-03 0.0 0.64E-03 0.086 0 34E-03 0.23E-03 -33.3 0.34E-03 0.093 0.21E-03 0.33E-04 -84.6 0.21E-03 0.100 0.16E-03 O.OOE+OO -100. 0 0 .16E-03 0.107 O.llE-03 O.OOE+OO -100 .0 0 . llE-03 0 .114 0.16E-04 O.OOE+OO -100 .0 0 .16E-04 Maximum positive excursion= 0.002 cfs 4.4%) occurring at 0.037 cfs on the Base Data:18092pre.tsf and at 0.039 cfs on the New Data:18092rdout.tsf Maximum negative excursion= 0.007 cfs 1-21.0%) occurring at 0.032 cfs on the Base Data:18092pre.tsf and at 0.025 cfs on the New Data:18092rdout.tsf Base 0.025 0.032 0.038 0. 045 0.052 0.059 0.066 0.073 0.080 0.086 0.093 0.100 0 .107 0 .114 Tolerance------- New %Change 0.025 0.0 0.025 -21. 0 0.039 2.5 0.047 3.5 0.051 -2.2 0.057 -4.0 0 .067 1.6 0 . 074 2.2 0 .080 0.0 0.083 -3.5 0.088 -5.7 0. 090 -10.5 0. 091 -H.7 0. 094 -17.5 Flow Duration from Time Series File:18092pre.tsf Cutoff Count Frequency CDF Exceedence Probabll 1 ty CFS % % % 0. 025 60744 99.061 99.061 0.939 0.939E-02 0.028 105 0 .171 99.232 0.768 0.768E-02 0. 031 72 0 .117 99.349 0.651 0.651E-02 0.034 45 0.073 99.423 0.577 0.577E-02 0.037 37 0.060 99.483 0.517 0.517E-02 0.041 35 0.057 99.540 0.460 0.460E-02 0.044 36 0.059 99.599 0.401 0.401E-02 0.047 27 0.044 99.643 0.357 0.357E-02 0.050 27 0.044 99.687 0. 313 0.313E-02 0.053 19 0.031 99. 718 0. 282 0.282E-02 0.056 18 0. 029 99.747 0. 253 0.253E-02 0.059 19 0.031 99.778 0.222 0.222E-02 0.062 19 0.031 99.809 0.191 0.191E-02 0.065 21 0.034 99.843 0.157 0.157E-02 0.068 16 0.026 99.870 0 .130 0.130E-02 0.072 10 0.016 99.886 0 .114 0 .114E-02 0.075 18 0.029 99.915 0.085 0.848E-03 0.078 6 0.010 99.925 0.075 0.750E-03 0.081 12 0.020 99.945 0.055 0.554E-03 0.084 8 0. 013 99.958 0.042 0.424E-03 0.087 5 0.008 99. 966 0.034 0.342E-03 0.090 3 0.005 99. 971 0.029 0.294E-03 0.093 5 0.008 99.979 0.021 0.212E-03 0.096 2 0.003 99.982 0.018 0.179E-03 0.099 1 0.002 99.984 0.016 0.163E-03 0.103 l 0.002 99.985 0.015 0.147E-03 0.106 1 0.002 99.987 0. 013 0. 130E-03 0.109 3 0.005 99.992 0.008 0. 815E-04 0 .112 3 0.005 99.997 0.003 0. 326E-04 0 .115 2 0.003 100.000 0.000 O.OOOE+OO 0.118 0 0.000 100.000 0.000 O.OOOE+OO 0.121 0 0.000 100.000 0.000 0.000E+OO 0.124 0 0.000 100.000 0.000 O.OOOE+OO 0.127 0 0.000 100.000 0.000 O.OOOE+OO 0 .130 0 0.000 100.000 0.000 O.OOOE+OO 0 .133 0 0.000 100.000 0.000 O.OOOE+OO Flow Duration from Time Series File,18092rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.001 25185 41. 071 41.071 58.929 0.589E+OO 0.004 5766 9. 4 03 50.475 49.525 0.495E+OO 0.007 5296 8.637 59. 111 40.889 0.409E+OO 0.009 6058 9.879 68.991 31.009 0.310E+OO 0.012 4684 7.639 76.629 23.371 0.234E+OO 0.015 54 89 8.951 85.581 14.419 0 .144E+OO 0.017 3317 5. 4 09 90.990 9.010 0.901E-01 0.020 1805 2.944 93.933 6.067 0. 607E-01 0.022 1936 3.157 97.091 2.909 0 . 291E-Ol 0.025 1210 1.973 99.064 0.936 0. 936E-02 0.028 206 0 .336 99 . 4 00 0.600 0.600E-02 0.030 5 0 .008 99 . 4 08 0.592 0 .592E-02 0.033 6 o. 010 99 . 418 0.582 0.582E-02 0 .035 8 0 . 013 99 .431 0.569 0.569E-02 0 .038 26 0. 042 99 . 4 73 0.527 0.527E-02 0 .041 32 0 .052 99. 525 0.475 0.475E-02 0 .043 28 0.046 99. 571 0.429 0.429E-02 0 .046 30 0.049 99.620 0.380 0.380E-02 0.048 22 0.036 99.656 0.344 0.344E-02 0.051 33 0. 054 99.710 0. 290 0.290E-02 0. 054 19 0.031 99.741 0.259 0.259E-02 0.056 21 0 .034 99.775 0.225 0.225E-02 0.059 14 0 .023 99.798 0.202 0.202E-02 0.062 8 0 . 013 99. 811 0.189 0.189E-02 0.064 7 0. 011 99.822 0.178 0.178E-02 0 .067 14 0.023 99.845 0.155 0.155E-02 0 .069 9 0.015 99.860 0. 140 0.140E-02 0 . 072 15 0.024 99.884 0 .116 0 .116E-02 0. 075 9 0.015 99.899 0.101 O.lOlE-02 0 .077 10 0.016 99.915 0.085 0.848E-03 o .080 16 0.026 99.941 0.059 0.587E-03 0 .082 12 0 .020 99. 961 0.039 0.391E-03 0.085 7 0 .011 99. 972 0.028 0.277E-03 0.088 4 0 .007 99.979 0.021 0.212E-03 0.090 4 0 .007 99 .985 0.015 0.147E-03 0.093 6 0 .010 99.995 0.005 0.489E-04 Duration Comparison Anaylsis Base File: 18092pre.tsf New File: 18092rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time-----······--·Check of Cutoff Base New %Change Probability 0.025 0.97E-02 0.97E-02 0.2 0.97E-02 0.032 0.64E-02 0.59E-02 -8.1 0.64E-02 0.038 0.50E-02 0.52E-02 4.9 0.50E-02 0. 045 0.37E-02 0.39E-02 4.4 0.37E-02 0.052 0.29E-02 0.27E-02 -6.1 0.29E-02 0.059 0.22E-02 0.20E-02 -8.8 0.22E-02 0.066 0.15E-02 0.16E-02 6.4 0.15E-02 0.073 O.lOE-02 0.llE-02 6.3 0.lOE-02 0.080 0.64E-03 0.64E-03 0.0 0.64E-03 0.086 0.34E-03 0.23E-03 -33.3 0.34E-03 0.093 0.21E-03 0.33E-04 -84.6 0.21E-03 0.100 0.16E-03 O.OOE+OO -100.0 0.16E-03 0.107 0.llE-03 0.00E+OO -100.0 O.llE-03 0 .114 0.16E-04 O.OOE+OO -100.0 0.16E-04 Maximum positive excursion= 0.002 cfs 4.4%) occurring at 0.037 cfs on the Base Data:18092pre.tsf and at 0.039 cfs on the New Data:18092rdout.tsf Maximum negative excursion= 0.007 cfs {-21.0%) occurring at 0.032 cfs on the Base Data:18092pre.tsf and at 0.025 cfs on the New Data:18092rdout.tsf Base 0.025 0.032 0.038 0. 045 0.052 0.059 0.066 0.073 0.080 0.086 0.093 0.100 0.107 0.114 Tolerance------- New %Change 0.025 0.0 0.025 -21. 0 0.039 2.5 0.047 3.5 0.051 -2.2 0 .057 -4.0 0.067 1.6 0.074 2.2 0.080 0.0 0.083 -3.5 0.088 -5.7 0.090 -10.5 0.091 -14. 7 0.094 -17.5 WATER QUALITY CALCULATIONS SITE SPECIFIC DATA PROJECT NUMB[R 4143 PROJECT NAM[ VALLEY MEDICAL CENTER PROJECT LOCATION RENTON, WA STRUCTURE ID TREA TM[NT REQUIRED VOLUME BASED ( CF) 2-YEAR FLOW (CFS) 0.025 TREATMENT HGL AVAILABLE (FT) PEAK BYPASS REQUIRED (CFS) -IF APPLICABLE OFFL/N[ PIP[ DATA f.[. MATERIAL DIAMETER INLET PIP[ I 17.92 CPEP 12" INLET PIP[ 2 OUTLET PIPE 11.42 CP[P 12" PRETREA TM[NT 8/0FILTRA TION DISCHARGE RIM ELEVATION 90.40 90.40 90.40 SURFACE LOAD H20 IN-DIR[CT H20 IN-DIRECT H20 IN-DIRECT FRAM[ & COVER JO" JO" N/A WETIANDMEDIA VOLUM[ (CY) 1.68 WETIANOMEDIA DELIVERY METHOD TBD ORIFICE Sil[ (DIA. INCHES) ¢0.79" MAXIMUM PICK WDGHT (LBS) TBD NOTES: PRELIMINARY, NOT FOR CONSTRUCTION INSTALLATION NOTES I. CONTRACTOR TO PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND TH[ MANUFACTURERS SP[C!FICATIONS, UNLESS OTHERWISE STATED IN MANUFACTURERS CONTRAcr 2. UNIT MUST BE INSTALLED ON LEVEL BASE. MANUFACTURER RECOMMENDS A MINIMUM 6" LML ROCK BAS[ UNLESS SPECIFIED BY TH[ PROJECT [NG!NffR. CONTRACTOR IS RESPONSIBLE TO VERIFY PROJECT [NGINffRS RECOMMENDED BAS[ SPECIFICATIONS. J. ALL PIP[S MUST 8[ FLUSH WITH INSIDE SURFACE OF CONCRETE. (PIPES CANNOT INTRUDE BEYOND FLUSH) INVERT OF OUTFLOW PIPE MUST 8[ FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL GAPS AROUND PIPES SHALL 8[ SEALED WATER TIGHT WITH A NON-SHRINK GROUT P[R MANUFACTURERS STANDARD CONNECTION DETAIL AND SHALL MEET OR EXCEED REGIONAL PIPE CONNECTION STANDARDS. 4. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO GROUT ALL MANHOLES ANO HATCHES TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE. 6. DRIP OR SPRAY /RR/GA TION REQUIRED ON ALL UNITS WITH VEGETATION. GENERAL NOTES I. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. 2. ALL DIM[NSIONS, ELEVATIONS, SPECIF/CATIONS AND CAPACITIES ARE SUBJECT TO CHANGE. FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIM[NSIONS, WDGHTS AND ACCESSORIES PLEAS[ CONTACT MANUFACTURER. s·-ft~~'1o~1Ls· ~4'-10·~ ~ LEFT END WEW BKn.lllAT/al TH[ PROOI.JCT O£SCHt8ED "'4r BE PR07fClf{) 6r ON£ OR l,l()Rf OF nf£ FOUfJWfNC US PATE!flS: 7,425,262; 7.470.J62; 7,574,378; 8,JOJ,816; RW.TED FOROGN PROPRIETARY AND CONFIDENTIAL: PLAN WEW ELEVA 770N WEW INLET PIPE SEE NOTES MODULAR PAIDIT'S OR OrHER PA.TENTS PENDIIKl THE IHFDRl,P,OON CONTAJNf/J IN 'THIS DRAWING IS THE SOL£ PROPERTY OF JIOOUt.AR WF:rlANOS ~. ANY R£Pf?ODI.JC'T10N IN PN?T OR AS A WHOt.£ wmlOIJT THE WRf77fN PfJNfSSKJN Of IIOOIJlAR wmANOS SYSTEMS ts PROHIBflU)_ "'"'"" j,,1od<1larw.,,1c~ds.c~) ,SMOD·WEt Ei/B1M. RIGHT END WEW PRC1REA 71EJIT.tf)ISCHARGE TREA TM[NT FLOW (CFS) OPERA TING HEAD (FT) PRETREATMENT LOADING RAT[ (GPM/SF) WETLAND MEDIA LOADING RAT[ (GPM/SF} 0.025 2.J 0.9 0.5 MWS-L-4-6.33-V-UG STORM WATER 8/0FIL TRATION SYSTEM STANDARD DETAIL 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN (TO BE SUBMITTED LATER) 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The conveyance system for this project site will be sized in accordance with standards current with the City of Renton with the Final Technical Information Report submitted for this project site. 18092.003.doc 6.0 SPECIAL REPORTS AND STUDIES SOILS REPORT Geotechnlcal Engineering Services Valley Medical Center FY 2017 Proposed Parking Garage Renton, Washington for Valley Medical Center August 2, 2016 Geotechnlcal Engineering Services Valley Medical Center FY 2017 Proposed Parking Garage Renton, Washington for Valley Medical Center August 2, 2016 GeoENGINEER~ 8410154•hAvenue NE Redmond, Washington 98052 425.861.6000 Geotechnical Engineering Services Valley Medical Center FY 2017 Proposed Parking Garage Renton, Washington Prepared for: Valley Medical Center 400 South 43" Street Renton, Washington 98005 Attention: Becky Hardi Prepared by: GeoEngineers, Inc. 8410 154" Avenue NE Redmond, Washington 98052 425.861.6000 1J~ Daniel P. Ciani, PE enior Geotechnical Engineer Principal DTM:DPC:SDS:n~ File No. 2202-024-00 August 2, 2016 Disclaimer: Any electronic form, facs11nile or l1a1d cq:iy of the original docurrent(email, text, table. and/or figure), if pro\tded, and any attachments are m~ a~ of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. GEOENGINEERs_g Table of Contents INTRODUCTION .......................................................................................................................................................... -.................. 1 PROJECT Dl:SCRIPTION ............................................................................................................................................................... 1 FIELD EXPLORATIONS AND LABORATORYTl:STING ... -..................................................................................................... 1 Field Explorations ................................................................................................................................ 1 Laboratory Testing .............................................................................................................................. 1 PREVIOUS SITE EVALUATIONS .................................................................................................................................................. 2 SITE CONDITIONS ........................................................................................................................................................................... 2 Regional Geology ................................................................................................................................ 2 Surface Conditions .............................................................................................................................. 2 Subsurface Conditions ........................................................................................................................ 2 Fill. ................................................................................................................................................ 3 Glacially Consolidated Soils ........................................................................................................... 3 Sandstone Bedrock. ...................................................................................................................... 3 Groundwater Conditions ...................................................................................................................... 3 CONCLUSIONS AND RECOMMENDATIONS ............................................................................................................................ 3 Earthquake Engineering ...................................................................................................................... 4 Liquefaction ................................................................................................................................ .4 Lateral Spreading ........................................................................................................................ .4 Surface Rupture ........................................................................................................................... 4 Other Seismic Hazards .................................................................................................................. 4 2012 IBC Seismic Design Information ............................................................................................ 5 Excavations ........................................................................................................................................ 5 Excavation Considerations ............................................................................................................. 5 Temporary Cut Slopes ................................................................................................................... 5 Soldier Pile and Tieback Walls ....................................................................................................... 6 Shallow Foundations ........................................................................................................................... 9 Allowable Bearing Pressure ........................................................................................................... 9 Settlement ................................................................................................................................. 10 Lateral Resistance ...................................................................................................................... 10 Construction Considerations ........................................................................................................ 11 Slab-on-Grade Floors ......................................................................................................................... 11 Subgrade Preparation ................................................................................................................. 11 Design Parameters ... . .... ....... ........................ ..... ................................... . .............................. 11 Below-Slab Drainage ................................................................................................................... 12 Below-Grade Walls ............................................................................................................................ 13 Permanent Below-Grade Walls ..................................................................................................... 13 Other Cast-in-Place Walls ............................................................................................................. 13 Drainage .................................................................................................................................... 14 GEOENGINEERsg August2.2016 P,1ge1 Table of Contents ( continued) Earthwork...................... . ........................................................................................ 14 Stripping, Clearing and Grubbing. ................................................................................................. 14 Erosion and Sedimentation Control ........................................................................................... 14 Subgrade Preparation ..... . ............................ 15 Structural Fill .......... .. ....................................... ...................... .. ...... 15 Permanent Slopes .................................. . . ..................... 17 Pavement Recommendations.......................................... ............................ .. .......... 17 Subgrade Preparation............................................... . ......................................................... 17 New Hot-Mix Asphalt Pavement.. ................................................................................................. 18 Recommended Additional Geotechnical Services....................................... .. ............................... 18 LIMITATIONS ................................................................................................................................................................................ 18 REFERENCES ............................................................................................................................................................................... 18 LIST OF FIGURES Figure 1. Vicinity Map Figure 2. Site Plan Figure 3. Earth Pressure Diagrams -Permanent Soldier Pile & Tieback Wall Figure 4. Earth Pressure Diagram -Permanent Below Grade Walls Figure 5. Recommended Surcharge Pressure APPENDICES Appendix A. Field Explorations Figure A-1-Key to Exploration Logs Figures A-2th rough A-8 -Log of Borings Appendix 8. Laboratory Testing Appendix C. Boring Logs from Previous Studies Appendix D. Ground Anchor Load Tests and Shoring Monitoring Program Appendix E. Report Limitations and Guidelines GEOENGINEER~ Aug'.:st 2 2016 Pug(; ii INTRODUCTION This report presents the results of GeoEngineers' geotechnical engineering services for the Valley Medical Center (VMC) FY 2017 Parking Garage project in Renton, Washington. The site is irregular in shape and s located in the northern portion of the VMC campus at 400 South 43,, Street. The site is bordered to the west by an existing parking garage, to the north by a steep-sided ravine, to the east by medical office buildings and to the south by a VMC campus access road off Talbot Road South. The site is shown relative to surrounding physical features on the Vicinity Map, Figure 1 and the Site Plan, Figure 2. The purpose of this report is to provide geotechnical engineering conclusions and recommendations for the design and construction of the planned parking garage development. GeoEngineers· geotechnical engineering services have been completed in general accordance with our signed agreement executed on March 21, 2016. PROJECT DESCRIPTION GeoEngineers understands that the Parking Garage project will be an expansion of the existing parking garage at the north end of the campus. The new garage will be directly east of the existing garage and will be upto eight levels above-grade. The lowest levels of the garage will be partially below grade adjacent to the existing garage and may require excavations up to 25 feet below grade along the north end of the garage. Additionally, based on our understanding of the project temporary and/or permanent soldier pile retaining walls will be used to support some of the excavations. We also understand that the permanent wall, where present, will be offset 3 to 5 feet from the new garage structure. Variable soil conditions are present at the anticipated foundation elevation; therefore, shallow foundations bearing on native or structural fill are anticipated for foundation support FIELD EXPLORATIONS AND LABORATORYTESTING Field Explorations The subsurface conditions at the site were evaluated by drilling seven borings, GEl-1 through GEl-7, to depths of approximately 15'1, to 353/• feet below existing site grades. The approximate locations of the explorations are shown on the Site Plan. Figure 2. Descriptions of the field exploration program and the boring logs are presented in Appendix A. Laboratory Testing Soil samples were obtained during drilling and were taken to GeoEngineers' laboratory for further evaluation. Selected samples were tested for the determination of fines content and grain-size distribution (sieve analysis). A description of the laboratory testing and the test results are presented in Appendix B. GEOENGINEER~ August 2. 2016 Page 1 PREVIOUS SITE EVALUATIONS In addition to the explorations completed as part of this evaluation, the logs of selected explorations from previous site evaluations in the project vicinity were reviewed. The logs of explorations from previous projects referenced for this study are presented in Appendix C. SITE CONDmONS Regional Geology Published geologic information for the project vicinity includes a geologic map of the Renton Quadrangle (Mullineaux 1965). The geologic map of the project area identifies subsurface soils to consist primarily of glacial till deposits of the Vashon Drift. Also mapped in the area are Renton Formation sandstone with interbeds of siltstone, claystone and coal. Glacial till typically consists of a heterogeneous mixture of sand, gravel, cobbles and occasional boulders in a silt and clay matrix that was depcsited beneath a glacier. Because glacial till has been overridden by thousands of feet of ice, it is typically dense to very dense. Renton Formation sandstone consists of irregularly cemented arkosic sandstone, mud stone and shale and locally contains coal deposits. Geologic map notes maximum thicknesses of approximately 2,500 feet Subsurface soils encountered in our explorations are consistent with the geologic mapping. Specific details of subsurface conditions encountered in the field explorations are presented in the "Subsurface Conditions" section below. Surface C-Onditions The site is currently occupied byasphaltand gravel surface parking, landscaped parking islands and several mature coniferous and deciduous trees. The site steps down from east to west, with a total change in elevation of approximately 20 feet. Generally, the site appears to be clear of public utilities. The utilities on site consist of private stormwater, pcwer for the parking lot lights, and sewer services. Subsurface Conditions The subsurface conditions at the site were evaluated by completing seven geotechnical borings (GEl-1 through GEl-7) completed for the current study, and reviewing logs of explorations completed by others immediately adjacent to the project site. The approximate locations of the explorations in the site vie in ity are shown on the Site Plan, Figure 2. The geologic units encountered in the explorations consist offill, glacially consolidated soils and sandstone bedrock. Each of these units is described below in order of depcsition starting with the most recent. GrnENGINEER~ Aug:;st2 2016 P<1ge2 FIii Fill was encountered below the asphalt pavement or gravel in the explorations completed for this study and previous studies. The fill typically consists of loose to dense silty sand or medium stiff to very stiff sandy silt with variable gravel content and extends to depths ranging from 3 and 14 feet below existing site grades. Glacially Consollclated Solls The glacially consolidated soils encountered below the fill consist of weathered and unweathered glacial till. The glacial till encountered consists of silty sand or sandy silt with variable gravel content A medium dense to very dense weathered zone nearer the surface transitions to the dense to very dense u nweathered glacial till below. The transition between weathered and unweathered glacial till was observed at depths ranging from approximately 5 to 12 feet below srte grades. Glacial till extended approximately 22 to 24 feet below site grades in borings GEl-1, GEl-2 and GEl-5 and 1D the depths explored in borings GEl-3, GEl-4, GEl-6 and GEi-7. Sandstone Bedrock Sandstone bedrock (Renton Formation) was encountered below the glacially consolidated soils in boring; GEl-1, GEl-2, and GEl-5 and consists of very dense cemented silty sand with occasional coal deposits. Where encountered, the Renton formation extended to the depths explored. Groundwater Conditions Perched water was encountered at various depths in borings GEl-2, GEl-3, and GEl-4. The groundwater observed in these borings was confined to wet, loose soils overlying dense to very dense soils with relatively high fines content The perched groundwater encountered is likely associated wrth seasonal rainfall. Perched groundwater is expected to fluctuate as a result of season, precipitation, and other factors. CONCLUSIONSAND RECOMMENDATIONS A summary of the primary geotechnical considerations is provided below. The summary is presented for introductory purposes only and should be used in conjunction wrth the complete recommendations presented in th is report. • The site is designated as Site Class C per ASCE/SEI 7-10 and the 2012 International Building Code (IBC). • The groundwater table is likely well below the base of the excavation. Minor seepage inflows may be expected where excavations intercept perched groundwater zones. We estimate flow rates from incidental seepage may be on the order of 5 to 10 gallons per minute (gpm). • Temporary excavations may be completed with open cuts or with temporary and/or permanent soldier pile and tieback walls. Soil nail walls are not recommended due to the thickness and variability of the existing fill soils. GEOENGINEER.g August 2. 2016 Page3 • Shallow foundations may be used and shall bear on either dense to very dense glacial till and/or sandstone bedrock, on structural fill extending down to dense to very dense glacial till and/or sandstone bedrock, or on a 2-foot-thick layer of structural fill placed over the existing fill and highff weathered glacial soils: For shallow foundations bearing directly on dense to very dense glacial till or sandstone bedrock, an allowable soil bearing pressure of 10 kips per square foot (ksf) may be used. For shallow foundations bearing on structural fill extending down to dense to very dense glacial till or sandstone bedrock, an allowable soil bearing pressure of 6 ksf may be used. For shallow foundations bearing on a 2-foot-th ick layer of structural fill placed over the existing fill and highly weathered glacial soils, an allowable soil bearing pressure of3 ksf may be used. • The majority of the on-site soils generally contain a high percentage of fines and are highf,, moisture-sensitive. The on-site soils may be used as structural fill during dry weather conditions only (typically June through September) provided the soils are properly moisture conditioned for compaction. Imported granular soils with a low percentage of fines should be used as structural fill during wet weather conditions and during the wet season (typically October through May). Our specific geotechnical recommendations are presented in the following sections of this report. Earthquake Engineering Liquefaction Liquefaction refers to the condition by which vibration or shaking of the ground, usually from earthquake forces, results in the development of excess pore pressures in saturated soils with subsequent loss of strength. In general, soils that are susceptible to liquefaction include very loose to medium dense, clean to silty sands that are below the water table. Our analysis indicates that the soils that underlie the proposed building area have a low risk of liquefying because of the density and gradation of these soils. Lateral Spreading Lateral spreading involves lateral displacement of large, surficial blocks of soil as the underlying soil layer liquefies. Because the buildings will bear on non-liquefiable soils, the potential for lateral spreading i3 considered to be low for the project site. Surface Rupture The Renton Formation has many small faults with generally low displacement (Mullineaux 1965). However, the nearest mapped fault, the Sunbeam fault is approximately 1/2 mile north of the site. Based on the distance to this known fault zone, and lack of other known fault zones near the site, it is our opinion that there is a low to moderate risk of surface rupture at the site. Other Seismic Hazards Due to the location of the site and the site's topography, the risk of adverse impacts resulting from seismically induced slope instability and differential settlement is considered to be low. GEOENGINEERsg August2 2016 P;::ig,e4 2012 IBCSelsmlc Design Information The following 2012 IBC parameters for site class, short period spectral response acceleration (Ss), 1-second period spectral response acceleration (S,) and seismic coefficients (F• and Fv) are appropriate for the project site. TABLE 1. 2012 IBCSEISMIC DESIGN PARAMETERS 2012 IBC Parameter Site Class Short Period Spectral Response Acceleration, Ss (percent gJ 1-second Period Spectral Response Acceleration, S, (percent g) Seismic Coefficient, F, Seismic Coefficient. Fv Excavations Recommended Value C 140.1 52.2 1.0 1.3 We understand that the planned building will have up to two below-grade levels and that the excavations may extend up to 25 feet below site grades. Temporary cut slopes may be used for shallow excavations or where there is sufficient space to complete cut slopes. Temporary shoring may also be used for excavations where there is not sufficient space for cut slopes. The following sections provide geotechnical design and construction recommendations for temporary cut slopes and temporary shoring, specifically soldier pile and tieback walls. We understand that permanent soldier pile walls with tiebacks may be used along the northern portion of the new garage. We provide geotechnical recommendations for permanent soldier pile walls with tiebacks below. Excavation Considerations The site soils may be excavated with conventional excavation equipment, such as trackhoes or dozers. It may be necessary to rip the glacially consolidated soils locally to facilitate excavation. The contractor should be prepared for occasional cobbles and boulders in the site soils. Likewise, the surficial fill may contain foundation elements and/or utilities from previous site development. debris, rubble and/or cobbles and boulders. We recommend that procedures be identified in the project specifications for measurement and payment of work associated with obstructions. Temporary Cut Slopes Temporary slopes may be used around the site where space allows, to facilitate early installation of shoring, or in the transition between levels at the base of the excavation. We recommend that temporary slopes constructed in the fill be inclined at 1 ¥2H: 1V (horizontal to vertical) and that temporary slopes in the glacially consolidated soils be inclined at 1H:1V. Flatter slopes may be necessary if seepage is present on the face of the cut slopes or if localized sloughing occurs. For open cuts at the site, we recommend that: • no traffic, construction equipment, stockpiles orbuildingsupplies be allowed at the top of thecutslopes within a distance of at least 5 feet from the top of the cut; • exposed soil along the slope be protected from surface erosion by using waterproof tarps or plastic sheeting; GeoENGINEER~ At1gust2. 2016 Pages • construction activities be scheduled so that the length of time the temporary cut is left open is reduced to the extent practicable; • erosion control measures be implemented as appropriate such that runoff from the site is reduced to the extent practicable; • surface water be diverted away from the slope; and • the general condition of the slopes be observed periodically by the geotechnical engineer to confirm adequate stability. Because the contractor has control of the construction operations, the contractor should be made responsible for the stability of cut slopes, as well as the safety of the excavations. Shoring and temporary slopes must conform to applicable local, state and federal safety regulations. Soldier PIie and Tieback Walls Based on the subsurface information obtained from the borings, we recommend temporary or permanent cantilever soldier pile walls or soldier pile with tieback walls be used for excavation support where temporary slopes are not possible. Soil nail walls are not recommended due to the thickness and variabilit,' of the existing fill soils. We provide geotech nical design and construction recommendations for cantilever soldier pile and soldier pile with tiebacks walls below. Soldier pile walls consist of steel beams that are concreted into drilled vertical holes located along the wall alignment, typically about8 feet on center. After excavation to specified elevations, tiebacks are installed, if necessary. Once the tiebacks are installed, the pullout capacity of each tieback is tested, and the tieback is locked off to the soldier pile at or near the design tieback load. Tiebacks typically consist of steel strands that are installed into pre-drilled holes and then either tremie or pressure grouted. Timber lagging is typically installed behind the flanges of the steel beams to retain the soil located between the soldier piles. Geotechnical design recommendations for each of these components of the soldier pile and tieback wall system are presented in the following sections. Soldler Plies We recommend that temporary and permanent soldier pile walls be designed using the earth pressure diagrams presented in Figure 3. The earth pressures presented in Figure 3 are for full-height cantilever soldier pile walls and soldier pile walls with single or multiple levels of tiebacks, and the pressures represent the estimated loads that will be applied to the wall system for various wall heights. Seismic earth pressures are included in Figure 3 for design of permanent walls. The seismic earth pressure does not need to be included in the design of temporary walls. The earth pressures presented in Figure 3 includethe loading from traffic surcharge. Other surcharge loads, such as buildings, cranes, construction equipment or construction staging areas, should be considered on a case-by-case basis in accordance with the recommendations presented in Figure 5. We recommend that the embedded portion of the soldier piles be at least 2 feet in diameter and extend a minimum distance of 10 feet below the base of the excavation to resist "kick-out." The axial capacity of the soldier piles must resist the downward component of the anchor loads and other vertical loads, as GEOENGINEER5_& Auil1St2.2016 Pc1ge6 appropriate. We recommend using an allowable end bearing value of 40 ksf for piles supported on the glacially consolidated soils. The allowable end bearing value should be applied to the base area of the drilled hole into which the soldier pile is concreted. This value includes a factor of safety of about 2.5. The allowable end bearing value assumes that the shaft bottom is cleaned out immediately prior to concrete placement. If necessary, an allowable pile skin friction of 1.0 ksf may be used on the embedded portion of the soldier piles to resist the vertical loads. For permanent walls, the exposed portion of the solider pile (e.g. if exposed to weather) should be painted with a coat of inorganic zinc primer to reduce the risk of corrosion. Additionally, structural concrete should be used for the embedded portion of the soldier pile. Temporary Lalflllng We recommend that the temporary timber lagging be sized using the procedures outlined in the Federal Highway Administration's Geotechnical Engineering Circular No. 4. The site soils are best described as competent soils. Table 2 presents recommend temporary lagging thicknesses (roughcut) as a function of soldier pile clear span and depth. TABLE 2. RECOMMENDED TIMBER LAGGING THICKNESS Recommended Lagging Thickness (roughcut) for clear spans of: Depth (feet) 5 feet 8 feet 7 feet 8 feet 9 feet 10 feet Oto 25 2 inches 3 inches 3 inches 3 inches 4 inches 4 inches Pennanent Lalflllng Permanent lagging may consist of timber, cast-in-place concrete or pre-cast concrete. lftimber is used for permanent lagging, it must be adequately treated for protection against water and decay. We recommend that the permanent lagging be designed for a pressure equal to two-thirds the pressures depicted in Figure 3. Surcharge loading should also be considered as appropriate. The one-third pressure reduction is based on a maximum center-to-center pile spacing of 8 feet. If a wider spacing is desired, GeoEngineers should provide guidance on modifying the lagging pressures. Lal/l}ng /nstallatlon Lagging should be installed promptly after excavation, especially in areas where perched groundwater is present or where clean sand and gravel soils are present and caving soils conditions are likely. The workmanship associated with lagging installation is important for maintaining the integrity of the excavation. The space behind the lagging should be filled with soil as soon as practicable. Placement of this material will help reduce the risk of voids developing behind the wall and damage to existing improvements located behind the wall. Material used as backfill in voids located behind the lagging should not cause buildup of hydrostatt pressure behind the wall. Lean concrete is a suitable option for the use of backfill behind the walls. lean concrete will reduce the volume of voids present behind the wall. Alternatively, lean concrete may be used for backfill behind the upper 15 to 20feet of the excavation to limit caving and sloughing of the upper soils, with on-site soils used to backfill the voids for the remainder of the excavation. Based on our experience, GeoENGINEER~ Aug'.lst2. 2016 Page 7 the voids between each lean concrete lift are sufficient for preventing the buildup of hydrostatic pressure behind the wall. TJebacks Tieback anchors can be used for wall heights where cantilever soldier pile walls are not cost-effective. Tieback anchors should extend far enough behind the wall to develop anchorage beyond the "no-load" zone and within a stable soil mass, as shown on Figure 3. The anchors should be inclined downward at 15 to 25 degrees below the horizontal. The inclination of the anchors should match or exceed the inclination of the adjacent slope. The anchors shou Id have a minimum of 5 feet of vertical soil coverage above the strands throughout the length of the anchor and at least 10 feet of horizontal soil coverage at the tip of the anchor. Additional vertical and horizontal coverage may be required if the tiebacks will be post-grouted. Double corrosion protection is required for the permanent tieback anchors. Corrosion protection is not required for temporary tieback anchors. Centralizers should be used to keep the tieback in the center of the hole during grouting. Structural grout or concrete should be used to fill the bond zone of the tiebacks. A bond breaker, such as plastic sheathing. should be placed around the portion of the tieback located within the no-load zone if the shoring contrac1or plans to grout both the bond zone and unbonded zone of the tiebacks in a single stage. If the shoring contractor does not plan to use a bond breaker to isolate the no-load zone, GeoEngineers should be contacted to provide recommendations. Loose soil and slough should be removed from the holes drilled for tieback anchors prior to installing the tieback. The contractor should take necessary precautions to minimize loss of ground and prevent disturbance to previously installed anchors and existing improvements in the site vicinity. Holes drilled for tiebacks should be grouted/filled promptly to reduce the potential for loss of ground. Tieback anchors should develop anchorage in the glacially consolidated soils. We recommend that spacing between tiebacks be at least three times the diameter of the anchor hole to minimize group interaction. We recommend a preliminary design load transfer value between the anchor and soil of 4 kips per foot for glacially consolidated soils and 1.5 kips per foot for fill deposits. The tieback anchors should be verification-and proof-tested to confirm that the tiebacks have adequate pullout capacity. The pullout resistance of tiebacks should be designed using a factor of safety of 2. The pullout resistance should be verified by completing at least two successful verification tests in each soil type and a minimum of four total tests for the project Each tieback should be proof-tested to 133 percent of the design load. Verification and proof tests should be completed as described in Appendix D, Ground Anchor Load Tests and Shoring Monitoring Program. The tieback layout and inclination should be checked to confirm that the tiebacks do not interfere with adjacent buried utilities. Drainage Drainage for soldier pile and Jagging walls is achieved through seepage through the timber lagging. Seepage fiows at the bottom of the excavation should be contained and controlled in order to prevent loss of soil from behind the lagging. Drainage should be provided for permanent below-grade walls as described beio,v in the "Below-Grade Walls" section of this report. GrnENGINEER~ ~ugust2 2016 Pages Construction Consldetallons Temporary casing or drilling fiuid may be required to install the soldier piles and tiebacks where: • loose fill is present; and • the native soils do not have adequate cementation or cohesion to prevent caving or raveling; and/or perched groundwater is present. GeoEngineers should be allowed to observe and document the installation and testing of the shoring to verify conformance with the design assumptions and recommendations. Shallow Foundations Subgrade soils at foundation elevation level for the project will be dependent on the depth of excavation and the finish floor elevation. The soils at the anticipated foundation elevation vary across the site and ma,, consist of existing fill or glacially consolidated soils and sandstone bedrock, as such, the bearing capacity and subgrade preparation will vary. Where foundations bear on competent glacially consolidated soils or bedrock a high allowable bearing capacity value can be used. Where fill is present at foundation subgrade elevation, a lower allowable bearing capacity should be used. Where the west side of the proposed garage is adjacent to the existing garage, the planned shallow foundations should extend to a depth such that the loads are not transferred to the existing garage foundations. A line of influence extending at a 1H:1V slope from the bottom of the planned garage foundations should not interceptthe existing garage foundations or structure. A controlled density-fill (CDF) bearing pad can be used below the planned garage foundations to lower the effective bottom of foundation. The GDF bearing pad shall extend a minimum of 2 feet beyond the edges of the new footing. More detail regarding recommended subgrade preparation and allowable bearing pressures for shallow foundations are presented below. Allowable Bearing Pressure We recommend using an allowable bearing pressure of 10 ksf for mat foundations and isolated spread footing foundations bearing on the dense to very dense glacially consolidated soils or sandstone bedrock. For foundations bearing on properly compacted structural fill extended down to dense to very dense glacially consolidated soils or bedrock, an allowable bearing pressure of 6 ksf may be used. The estimated depth to the dense to very dense glacially consolidated soils are summarized in Table 3. TABLE 3. ESTIMATED DEPTH TO DENSE TO VERY DENSE GLACIALLY CONSOLIDATED SOILS FOR FOUNDATION SUPPORT Exploratlon Number GE~! GE~2 GEl-3 GEl-4 GEl-5 GEOENGINEER~ Approximate Depth to Competent Glaclally Consolldated Solls1 (feet) 10 14 10 12 11 August2. 2016 Page9 Exploratlon Number GEl-6 GEl-7 Notes: Approximate Depth to Competent Glaclally Consolidated Solls1 (feet) 5 5 10eplh below existing ground surface Where foundations are planned to bear on existing fill or highly weathered glacial soils (elevations higher than shown in Table 3), we recommend a minimum of 2 feet be overexcavated below the foundation elevation and replaced with compacted structural fill. Existing fill or highly weathered glacial soils will still remain for this condition; therefore, we recommend an allowable bearing pressure of 3 ksf be used. The zone of structural fill below the foundation should extend beyond the faces of the footing a distance at least equal to the thickness of the structural fill. The zone of structural fill should be compacted to at least 95 percent of the maximum dry density (MDD) in general accordance with ASTM D 1557. If loose existing fill is encountered, further overexcavation may be necessary. The allowable soil bearing pressures provided above apply to the total of dead and long-term live loads and may be increased by upto one-third for wind or seismic loads. The allowable soil bearing pressures are net values. We recommend that conventional shallow foundations be a minimum of 36 inches wide and continuous wall footings be a minimum of 16 inches wide. Exterior footings should be founded a minimum of 18 inches below the lowest adjacent grade. Interior footings should be founded a minimum of 12 inches below top of slab. Settlement Provided that all loose soil is removed and that the subgrade is prepared as recommended under "Construction Considerations" below, we estimate that the total settlement of shallow foundations will be about 1 inch or less. The settlements will occur rapidly, essentially as loads are applied. Differential settlements between footings could be half of the total settlement. Note that smaller settlements will result from lower applied loads. Lateral Resistance Lateral foundation loads may be resisted by passive resistance on the sides of footings and by friction on the base of the shallow foundations. For shallow foundations supported on native soils or structural fill, the allowable frictional resistance may be computed using a coefficient of friction of 0.4 applied to vertical dead-load forces. The allowable passive resistance may be computed using an equivalent fluid density of 390 pounds per cubic foot (pcf) (triangular distribution). This value is appropriate for foundation elements that are poured directly against undisturbed glacial till or surrounded by structural fill. The allowable passive resistance for structural fill assumes that the structural fill extends out from the face of the foundation element for a distance of at least equal to 2% times the height of the element and is compacted to at least 95 percent of the MDD in accordance with ASTM D-1557. GrnENGINEER~ AtJ~),st2. 2016 Page :o The above coefficient of friction and passive equivalent fluid density values incorporate a factor of safety of about 1.5. Construction Considerations We recommend that the condition of all subgrade areas be observed by GeoEngineers to evaluate whether the work is completed in accordance with our recommendations and whether the subsurface conditions are as anticipated. If foundation construction is completed during periods of wet weather, foundation subgrades are recommended to be protected with a rat slab consisting of 2 to 4 inches of lean or structural concrete. If soft areas are present at the footing subgrade elevation. the soft areas should be removed and replaced with lean concrete or structural fill at the direction of GeoEngineers. We recommend that the contractor consider leaving the subgrade for the foundations as much as 6 to 12 inches high, depending on soil and weather conditions, until excavation to final subgrade is required for foundation reinforcement Leaving subgrade high will help reduce damage to the subgrade resulting from construction traffic for other activities. Slab-on-Grade Floors Subgrade Preparation The exposed subgrade should be evaluated after site grading is complete. Proof-rolling with heavy, rubber-tired construction equipment should be used forth is purpose during dry weather and if access fe< this equipment is practical. Probing should be used to evaluate the subgrade during periods of wet weather or if access is not feasible for construction equipment The exposed soil should be firm and unyielding. aid without significant groundwater. Disturbed areas should be recompacted if possible or removed and replaced with compacted structural fill. The site should be rough graded to approximately 1 foot above slab subgrade elevation prior to foundation construction in order to protect the slab subgradesoils from deterioration from wet weather or constructm traffic. After the foundations have been constructed, the remaining soils can be removed to final subgrade elevation followed by immediate placement of the capillary break material. In areas were existing fill is present below buildings, the existing soil may be left in place below the slab provided the slab is founded on at least 1 foot of structural fill compacted to 95 percent of the MDD in accordance with ASTM D1557. The upper foot of existing fill should also be recompacted to a firm condition prior to placement of the 1-foot-thick layer of structural fill. Design Parameters Conventional slabs may be supported on-grade, provided the subgradesoils are prepared as recommended in the "Subgrade Preparation" section above. For slabs designed as a beam on an elastic foundation, a modulus of subgrade reaction of 150 pounds per cubic inch (pci) may be used for slabs supported on glacial till. For slabs supported on a 1-foot layer of structural fill overlying existing fill soils, we recommend a modulus of subgrade reaction of 100 pci. GEOENGINEER~ August 2. 2016 Page 11 We recommend that the slab-on-grade floors be underlain by a 6-inch-thick capillary break consisting of 1'12-inch minus clean crushed gravel with negligible sand or silt meeting the requirements Washington State Department of Transportation (WSDOT) Standard Specification 9-03.1(4)C, grading No. 57 or Mineral Aggregate Type 22 (%-inch crushed gravel), City of Seattle Standard Specification 9-03.16. Provided that loose soil is removed and the subgrade is prepared as recommended, we estimate that slabs-on-grade will not settle appreciably. Below-Slab Drainage We expect the static groundwater level to be located well below the slab-on-grade level for the proposed building; however perched groundwater may be present above the slab subgrade elevation. We recommend installing an underslab drainage system to remove water from below the slabs-on-grade. The underslab drainage system should include an interior perimeter drain and one or more longitudinal drains with transverse pipes placed at a nominal spacing of 20 feet. The location of the longitudinal drain(s)will depend on the foundation and below-gradestructu re design and may need to be modified to two or more transverse drains or drains located behind interior cast-in-place walls. The civil engineer should develop a conceptual foundation drainage plan for GeoEngineers to review. The drains should consist of perforated Schedule 40 polyvinyl chloride (PVC) pipes with a minimum diameter of 4 inches placed in a trench at least 12 inches deep. The top of the underslab drainage system trenches should coincide with the base of the capillary break layer. The underslab drainage system pipes should have adequate slope to allow positive drainage to the sump/gravity drain. The drainage pipe should be perforated. Perforated pipe should have two rows of l/2-inch holes spaced 120 degrees apart and at 4 inches on center. The underslab drainage system trenches should be backfilled with Mineral Aggregate Type 22 or Type 5 (1-inch washed gravel), City of Seattie Standard Specification 9-03.16, or gravel backfill for drains in conformance with WSDOT Standard Specification 9-03.12(4). The material should be wrapped with a geotextile filter fabric meeting the requirements of construction geotextile for underground drainage, WSDOT Standard Specification 9-33. The underslab drainage system pipes should be connected to a header pipe and routed to a sump or gravity drain. Appropriate cleanouts for drainpipe maintenance should be installed. A larger diameter pipe will allow for easier maintenance of drainage systems. The flow rate for the planned excavation in the below-slab drainage and below-grade wall drainage systems is anticipated to be on the order of 5 to 10 gpm. If no special waterproofing measures are taken, leaks and/or seepage may occur in localized areas of the below-grade portion of the building, even if the recommended wall drainage and below-slab drainage provisions are constructed. If leaks or seepage is undesirable, below-grade waterproofing should be specified. A vapor barrier should be used below slab-on-grade floors located in occupied portions of the building. Specification of the vapor barrier requires consideration of the performance expectations of the occupied space, the type of flooring planned and other factors, and is typically completed by other members of the project team. If partial below-grade waterproofing is specified (for instance. for elevator pits), the waterproofing should extend to at least the elevation of the lowest finished floor so that the waterproofing will be located above the elevation where foundation drainage is provided. GeoENGINEER~ A.ugust2. 2016 Pnge 12 Below-Grade Walls Permanent Below-Grade Walls Permanent below-grade walls constructed in front of temporary shoring walls should be designed using 1he earth pressures presented in Figure 4. Foundation surcharge loads and traffic surcharge loads should be incorporated into the design of the below-grade walls using the surcharge pressures presented in Figure 5. Other surcharge loads, such as from construction equipment or construction staging areas, should be considered on a case-by-case basis. We can provide the lateral pressures from these surcharge loads as the design progresses. The soil pressures recommended above assume that wall drains will be installed to prevent the buildup of hydrostatic pressure behind the walls, as described above in the"Excavation Support" section of this report, and tied to permanent drains to remove water to suitable discharge points. Other Cast~n-Place Walls Conventional cast-in-place walls may be necessary for small retaining structures located on-srte or where temporary open cuts are used for excavation support. The lateral soil pressures acting on conventional cast-in-place subsurface walls will depend on the nature, density and configuration of the soil behind the wall and the amount of lateral wall movement that can occur as backfill is placed. For walls that are free to yield at the top at least 0.1 percent of the height of the wall, soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing. Assuming that the walls are backfilled and drainage is provided as outlined in the following paragraphs, we recommend that yielding walls supporting horizontal backfill be designed using an equivalent fluid density of 35 pcf (triangular distribution), while non-yielding walls supporting horizontal backfill be designed using an equivalent fluid density of 55 pcf (triangular distribution). For seismic loading conditions, a rectangular earth pressure equal to 14H pounds per square foot (psf) (where H is the height of the wall in feet) should be added to the active/at-rest pressures. A traffic surcharge pressure of 70 psf should also be included in the design, as appropriate. Other surcharge loading should be applied as appropriate using the recommendations provided in Figure 5. We recommend that below-grade wall or other retaining wall foundations be designed using the foundation recommendations provided above under "Shallow Foundations." For retaining walls independent of building structures (grade-transition walls), the retaining wall footings may be supported on 2 feet of structural fill placed over the existing fill soils. The upper foot of existing fill should also be recompacted to a firm condition prior to placement of the 2-foot-thick layer of structural fill. An allowable bearing pressure of 3 ksf may be used for this foundation support condition. Lateral resistance for conventional cast-in-place walls can be provided by frictional resistance along the base of the wall and passive resistance in front of the wall. For walls founded on native soils or structural fill, the allowable frictional resistance may be computed using a coefficient of friction of 0.4 applied to vertical dead-load forces. The allowable passive resistance may be computed using an equivalent fluid densities of 390 pcf (triangular distribution). The allowable passive resistance for structural fill assumes that the structural fill extends out from the face of the foundation element for a distance of at least equal to 21/2 times the height of the element and is compacted to at least 95 percent of the MDD in accordance GEOENGINEERsg August 2, 2016 Page 13 with ASTM D-1557. The above coefficient of friction and passive equivalent fluid density values incorporate a factor of safety of about 1.5. The above soil pressures assume that wall drains will be installed to prevent the buildup of hydrostatt pressure behind the walls, as discussed below. Drainage Positive drainage should be provided behind cast-in-place retaining walls by placing a minimum 2-foot-wide zone of Mineral Aggregate Type 17 (bank run gravel), City of Seattle Standard Specification 9-03.16, with the excepton that the percent passing the U.S. No. 200 sieve is to be less than 3 percent. Alternatively, the 2-foot-wide zone of material may consist of gravel backfill for walls in conformance with WSDOT Standard Specification 9-03.12(2). A perforated drainpipe should be placed near the base of the retaining wall to provide drainage. The drainpipe should be surrounded by a minimum of 6 inches of Mineral Aggregate Type 22 (%-inch crushoo gravel) or Type 5 (1-inch washed gravel), City of Seattle Standard Specification 9-03.16, or gravel backfill for drains in conformance with WSDOT Standard Specification 9-03.12(4). The material should be wrapped with a geotextile filter fabric meeting the requirements of construction geotextile for underground drainage, WSDOT Standard Specification 9-33. The wall drainpipe should be connected to a header pipe and routoo to a sump or gravity drain. Appropriate cleanouts for drainpipe maintenance should be installed. A larger-diameter pipe will allow for easier maintenance of drainage systems. Earthwork Stripping, Clearing and Grubbing We recommend that all new pavement and structure areas be stripped of organic-rich soils (sod, grass, topsoil), and vegetation. Based on our observations, we anticipate that stripping depths will generally be about 6 to 12 inches. Stripping depths will be locally greater where large trees are cleared and grubba:I. The stripped organic soil may be stockpiled for later use as topsoil for landscaping purposes. Erosion and Sedimentation Control Potential sources or causes of erosion and sedimentation depend upon construction methods, slope length and gradient, amount of soil exposed and/or disturbed, soil type, construction sequencing, and weather. The project's impact on erosion-prone areas can be reduced by implementing an erosion and sedimentation control plan. The plan should be designed in accordance with applicable City and/or county standards. The plan should incorporate basic planning principles including: • scheduling grading and construction to reduce soil exposure; • retaining existing vegetation whenever feasible; • revegetating or mulching denuded areas; • directing runoff away from denuded areas; • minimizing the length and steepness of slopes with exposed soils; • decreasing ru naff velocities; GEOENGINEER~ August 2, 2016 P.:ige 14 • confining sediment to the project site; • inspecting and maintaining control measures frequently; • covering soil stockpiles; and • implementing proper erosion control best management practices (BMPs). Temporary erosion protection should be used and maintained in areas with exposed or disturbed soils to help reduce the potential for erosion and reduce transport of sediment to adjacent areas. Temporary erosion protection should include the construction of a silt fence around the perimeter of the work area prior to the commencement of grading activities. Permanent erosion protection should be provided by reestablishing vegetation using hydroseeding and/or landscape planting. Until the permanent erosion protection is established and the site is stabilized, site monitoring should be performed by qualified personnel to evaluate the effectiveness of the erosion control measures and repair and/or modify them as appropriate. Provisions for modifications to the erosion control system based on monitoring observations should be included in the erosion and sedimentation control plan. Subgrade Preparation The exposed subgrade in structure and hardscape areas should be evaluated after site excavation is complete. Disturbed areas below slabs and foundations should be recompacted if the subgrade soil consists of granular material. If the subgrade soils consist of disturbed soils, it will likely be necessary to remove and replace the disturbed soil with structural fill unless the soil can be adequately moisture- conditioned and compacted. Structural All Fill placed to support structures, placed behind retaining structures, and placed below pavements and sidewalks will need to be specified as structural fill as described below: • Structural fill placed within utility trenches and below pavement and sidewalk areas and below foundations should meet the requirements of Mineral Aggregate Type 17 (bank run gravel). City of Seattle Standard Specification 9-03.16, or WSDOT common borrow as described in Section 9-03.14(3). Common borrow is onlysuitablefor use during dry weather. If fill is placed during wet weather, WSDOT gravel borrow should be used, as described in Section 9-03.14(1). • Structural fill placed as capillary break material should meet the requirements of Type 22 (%-inch crushed gravel), City of Seattle Standard Specification 9-03.16, or Section 9-03.1(4)C, grading No. 57 of the WSDOT Standard Specifications (1 '1,-inch minus crushed gravel). • Structural fill placed behind retainingwalls should meet the requirements of Mineral Aggregate Type 17 (bank run gravel), City of Seattle Standard Specification 9-03.16, or WSDOT gravel backfill for walls Section 9-03.12(2). • Structural fill placed around perimeter footing drains, underslab drains and cast-in-place wall drains should meet the requirements of Mineral Aggregate Type 5 (1-inch washed gravel) or Type 22 (%-inch crushed gravel), City of Seattle Standard Specification 9-03.16, or WSDOT gravel backfill for drains Section 9-03.12(4). GEOENGINEERsg August 2. 2016 Page t5 r-:,·t.o2?0lM!OC • Structural fill placed as crushed surfacing base course below pavements and sidewalks should meet the requirements of Mineral Aggregate Type 2 (11/•-inch minus crushed rock), City of Seattle Standard Specification 9-03.16, or Section 9-03.9(3) of the WSDOT Standard Specifications. On-site So/ls The on-site soils are moisture-sensitive and generally have natural moisture contents higher than the anticipated optimum moisture content for compaction. As a result, the on-site soils will likely require moisture conditioning in order to meet the required compaction criteria during dry weather conditions and will not be suitable for reuse during wet weather. Furthermore, most of the fill soils required forthe project have specific gradation requirements, and the on-site soils do not meet these gradation requirements. If the contractor wants to use on-site soils for structural fill, GeoEngineers can evaluate the on-site soils for suitability as structural fill, as required. RI/ Placement and Compaction Criteria Structural fill should be mechanically compacted to a firm, non-yielding condition. Structural fill should be placed in loose lifts not exceeding 1 foot in thickness. Each lift should be conditioned to the proper moisture content and compacted to the specified density before placing subsequent lifts. Structural fill should be compacted to the following criteria: • Structural fill placed in building areas (supporting or adjacent to foundations or slab-on-grade floors) should be compacted to at least 95 percent of the MOD estimated in general accordance with ASTM D 1557. • Structural fill placed within 10 feet of the back of subgrade and retaining walls should be compacted to between 90 and 92 percent of the MOD. Care should be taken when compacting fill against subsurfacewalls to avoid over-compaction and henceoverstressingthe walls. Structural fill beyond thls 10-foot zone should be compacted to at least 95 percent of the MOD. • Structural fill in new pavement and roadway areas, including utility trench backfill, should be compacted to 90 percent of the MOD, except that the upper 2 feet of fill below final su bgrade shouKJ be compacted to 95 percent of the MOD. • Structural fill placed as crushed rock base course below pavements should be compacted to 95 percent of the MOD. We recommend that GeoEngineers be present duringprobingof the exposed subgradesoils in building and pavement areas, and during placement of structural fill. We will evaluate the adequacy of the subgrade soils and identify areas needing further work, perform in-place moisture-density tests in the fill to verify compliance with the compaction specifications, and advise on any modifications to the procedures that may be appropriate for the prevailing conditions. GEOENGINEER~ A1,gus·2. 2016 Page 16 Weather Conslderal1ons The on-site soils contain a sufficient percentage of fines (silt and clay) to be moisture-sensitive. When the moisture content of these soils is more than a few percent above the optimum moisture content. these soils become muddy and unstable, and operation of equipment on these soils is difficult. Additionally, disturbance of near-surface soils should be expected if earthwork is completed during periods of wet weather. During wet weather, we recommend that: • The ground surface in and around the work area should be sloped so that surface water is directed away from the work area. The ground surface should be graded such that areas of ponded water do not develop. The contractor should take measures to prevent surface water from collecting in excavations and trenches. Measures should be implemented to remove surface water from the work area. • Slopes with exposed soils should be covered with plastic sheeting or similar means. • The site soils should not be left uncompacted and exposed to moisture. Sealing the surficial soils by rolling with a smooth-drum roller prior to periods of precipitation will reduce the extent to which these soils become wet or unstable. • Construction traffic should be restricted to specific areas of the site, preferably areas that are surfaced with materials not susceptible to wet weather disturbance. • Construction activities should be scheduled so that the length of time that soils are left exposed to moisture is reduced to the extent practicable. Permanent Slopes We recommend that permanent cut and fill slopes be constructed no steeper than 2H:1V. To achieve uniform compaction. we recommend that fill slopes be overbuilt slightly (1 to 2 feet) and subsequen~ cut back to expose properly compacted fill. We recommend that the finished slope faces be compacted by track walking with the equipment running perpendicular to the slope contours so that the track grouser marks help provide an erosion-resistant slope texture. To reduce erosion. newly constructed slopes should be planted or hydroseeded shortly after completion of grading. Until the vegetation is established, some sloughing and raveling of the slopes should be expected. This may require localized repairs and reseeding. Temporary covering, such as clear heavy plastic sheeting jute fabric, loose straw. or excelsior or straw/coconut matting, should be used to protect the slopes during periods of rainfall. Pavement Recommendations Subgrade Preparation We recommend that the subgrade soils in new pavement areas be prepared and evaluated as described in the "Earthwork" section of this report We recommend that the subgrade be compacted to at least 95 percent of the MDD per ASTM D 1557 prior to placing pavement section materials. If the subgrade soils are loose or soft. it may be necessary to excavate the soils and replace them with structural fill. A layer of suitable woven geotextile fabric may be placed over soft subgrade areas to limit the thickness of structural fill required to bridge soft. yielding areas. The depth of overexcavation or fabric placement should be evaluated by GeoEngineers during construction. GrnENGINEER5Y August 2, 2016 Page 17 New Hot-Mix Asphalt Pavement At a minimum, paved areas exposed to automobile traffic only should consist of 2 inches of hot-mix asphalt (HMA) (Class 1h inch, PG-58) over 4 inches of crushed surfacing base course. In areas of truck traffic, new pavement sections should consist of at least 3 inches ofHMA over 6 inches of crushed surfacing base course. The crushed surfacingbasecourseshould meetthe requirements of Mineral Aggregate Type 2 (1'/4-inch minus crushed rock), City of Seattle Standard Specification 9-03.16, or Section 9-03.9(3) of the WSDOT Standard Specifications. Recommended Additional Geotechnical Services GeoEngineers should be retained to review the project plans and specifications when complete to confirm tihat our design recommendations have been implemented as intended. Any changes in design, especially the incorporation of elements that deepen tihe required depth of excavation, will likely go below the water table and could require additional temporary construction dewatering measures. During construction, GeoEngineers should observe the installation of the shoring system, review/collect shoring and groundwater monitoring data, evaluate the suitability of the foundation subgrades, obser1.e installation of subsurface drainage measures, evaluate structural backfill, observe the condition of temporary cut slopes, and provide a summary letter of our construction observation services. The purposes of GeoEngineers construction phase services are to confirm tihat the subsurface conditions are consistent with those observed in the explorations and other reasons described in Appendix E, Report Limitations and Guidelines for Use. LIMITATIONS We have prepared this report for the exclusive use of Valley Medical Center and their authorized agents for the VMC FY 2017 Parking Garage Project in Renton, Washington. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time tih is report was prepared. No warranty or other conditions, express or implied, should be understood. Any electronic form, facsimile or hard copy of the original document (email, text, table and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as tihe official document of record. Please refer to Appendix E titled "Report Limitations and Guidelines for Use" for additional information pertaining to use of this report. REFERENCES City of Seattle, 2014, "Standard Specifications for Road, Bridge and Municipal Construction." International Code Council, 2012, "International Building Code." Mullineaux D.R .. 1965 "Geologic Map of the Renton Quadrangle, King County, Washington." USGS GEOENGINEER'9 Augu'it2.2016 Page 18 U.S. Department of Transportation, Federal Highways Administration, 1999, "Geotechnical Engineering Circular No. 4, Ground Anchors and Anchored Systems," FHWA Report No. FHWA-IF-99-015. U.S. Geological Survey -National Seismic hazard Mapping project Software, "Earthquake Ground Motion Parameters, Version 5.0.9a," 2002 data, 2009. Washington State Department of Transportation, 2014, "Standard Specifications for Road, Bridge and Municipal Construction." GEOENGINEERs_9 Aur.u~l 2, 2016 Pc1ge 19 ~ ~ .§ 0 ~ "' ;; N ~ ;; ti ~ -~ a: i .,, g g ~ ~ .s : .~ -> OlllLIA ' @) ' © @) i @) @) . @) @) ~ IENSON HILL , .. ,,;; g ;i;l'---'--'-'-T--------'-----'-~-------------'--------------1 ~ ~ i3 si ~ ~ ~ j a. .c L--=---'-=~-------1 ~ ~. 0+~~ locations of all features shown are approximate. 2. This drawing is for information purposes . II is intended to assist in showing reat ures discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and con1ent of electron ic files. The master file is stored by GeoEngineers. fnc. and will serve as the official record ol th i s com munication. 3. II is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale. wilhout permission . Data Sources: Open Street Map, 2016. TrartSverse Merca1or . Zone 10 N North. North Amencan Datum 198l North am,w onented to grid ooM 2,000 0 e-----Feet Vic ini ty Map Valley Medical Center Renton , Washington 2,000 I GeoENGINEER ~I Figure 1 ~ .g !'.) D a> "" N ... co ... ~ ~ 0 ~ t'. .:) $ ~ ~ ~ 3: "' C: .. a: -~ "', N l? ~' ~ N 0 ~I _,:: ~ g 9- i I ./. , .... __ :i_ - HA-2 _,,. B-2 + HA-1 _,,. -- ·-8-1 +. 1 -<>- B-3+ 0 8-4 __...___ ""' Y . 8-6 __,±,,_ , __ Y -........ B-4~ ,"'fT a-1·+. ·~ +22 21+ --·, 28* <or;;; ·-. .,, ·- 8-2 -.-_ - !!? , -- -I -- 23+ B-2~ 25+ 'i./1 ·=.-~- 26 0 + ·· .... , -~ + B-1:--:--... ' . ,. B-5+ ·~- 1, -- .-..... , . I, ; /·-. >'\ ; ... J __, ·--8-3 + ~ .... ):/· . ... /'...' ,· ........ _,. \ () \ • ,•J !~ \ ·} .. ·. ·\ ,---...--.........~ .· ~ . I '· _.,. }[) ai :-- "' Q) Q 0) .. -- 60 . 65 10 . ?5 80 90 r Proposed Parking Garage // -.. ~ ... !' . -o·_ ..,_oo --___ .. __ _ --------.----... i': --.,...,.-__ -,--;"'r,· .. ~•--...... -~ "'-::-=-':--···T (i-- -::..d: _.:, I I I / -l: .... ::J 0 Cl) 't:J (IJ ~ .... 0 .0 ;§ GEl-1-+ B-1 + B-2 ~ 1 -<>- 21 + 8-1 + HA-1 _,,. ---, , __ J 1 00 Legend Bor ing by GeoEngineers, 2016 Boring by Terra Associates , 1989 Boring by Converse Consultants NW, 1989 Boring by Converse Consultants NW, 1987 Test Pit by Converse Consultants NW , 1987 Boring by GeoEng in eers, 2001 Hand Auger by GeoEngineers, 2001 Proposed Bu il d ing W.E s 0 --1 00 --Feet Notes: 1. The locations of all features shown are approximate . 2 . This drawing is for information purposes. It is intended to assist in showing features discussed i n an attached document. GeoE ngineers, Inc . cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngmeers. Inc . and will serve as the official reco rd of this communication . Data Source : Base aeria l photo for Microsoft bing map server. Projection : NAD83 Washington State Planes. North Zone, US Foot. Site Plan Valley Medical Cente r ~ ·/' 0 / ~ / -~ I --~ 1·~ ~I -~ 2 .· ' .;: ----- Renton, Washington GEOENGINEERS O ·"--.........._ 7 r- I I I ,! -I / \ \ ' ·-'· Figure 2 CANTILEVER SOLDIER PILE T _ _L -y-----'----'----+---~ 1 -1- _, i :- F' ~ -C ·:•' - SOLDIER PILE WALL WITH ONE LEVEL OF TIEBACKS ·-1- i F = _, [ J_:•;=" :_ J' I ·~--=-r ·c::,_e:: ,, -1 _ ·-~r:c· SOLDIER PILE WALL WITH MULTIPLE LEVELS OF TIEBACKS _I __ _ ---~ J_ ,, -\--i L L r·- _L~------~ r-':- lL-------------~~--------=___.'.:'.'.__:._L _______________ NNioottttcol'Ssic;:aiTilee ___________ L_ ____________________________ _ ~ e ~I ;t is is l " Load Case Notes: 1. Active, apparent earth pressure and surcharge act over the pile spacing above the base of the excavation. 2. Passive earth pressure acts over 2.5 times lhe concreted diameter of the soldier pile, or the pile spacing, whichever is less. 3. Passive pressure includes a factor of safety of 1.5 Static 390 4. Additional surcharge from footings of adjacent buildings should be included in accordance with recommendations provided on Figure 5. 5. This pressure diagram is appropriate for temporary soldier pile and tteback walls. If additional surcharge loading (such as from soil stockpiles, excavators, dumptrucks, cranes. or concrete trucks) is anticipated, GeoEngineers should be consulted to provide revised surcharge pressures. 6. Seismic earth pressure to be included for design of permanent walls. Seismic 520 L,~ncl No Load Zone Height of Excavation, Feet Soldier Pile Embedment Depth, feet Distance From Ground Surface to Uppermost Tieback, Feet ;;._ Horizontal Load in Uppermost Ground Anchor -Maximum Apparent Earth Pressure Pounds per Square Foot Passive Earth Pressure Coefficient (See Table) Earth Pressure Diagram Soldier Pile & Tieback Wall Valley Medical Center Renton, Washington I GEOENGINEER~ I Flgure3 PERMANENT BAS EMENT WA LL DESIGN PRE SSURES 1 --TcD cf S'cc o ,-Vat ..L .......1..'----------'--------' ."--v ___ / ' :•.2H ~' t r or · s· 1JV"'.:c rie \ er ·- ~ s Less ~ T· -,r:·c s_~rcr;c 1·,;e -'•ess .... ··e - ,__ ~ I I -,---, Se s,r<c Su -c.h crge o .. e ss;... .. e NOTTO SCALE Notes 1. This pressure diagram is appro priate for permanent basement walls . If additional surcharge loading (such as from soil stockpiles, excavators. dumptrucks, cranes , or concrete trucks) is anticipated, GeoEngineers should be consulted to provide rev ised surcharge pressures . 2. The static earth pressure does not include a factor of safety and represents the actual anticipated static earth pressure. C = Height of Basement Wall, Feet Foundation Embedment Depth, Feet Maximum Static Earth Pressure Pounds per Square Foot Earth Pressure Diagram Permanent Below Grade Walls ( Valley Med ical Center ~ Renton , Washington ,L_ _________ __'.::=G=e=o=E=N=G=I N=E=E=R~s_&)=CJ===I =F=igu=re=4:::::J I :g· g ii g I ~· ~ LATERAL EARTH PRESSURE FROM POINT LOAD. Q p (SPR EAD FOOTING) J l I =~, ... f.., G .. F' sos:: ,:r I I ; , -. ,... . . -, ' ' ' i-' -,... ',..., I 1:)1'1 . _____1._ \' I :1.2 :} . ..+ }.6 FOP rr ;; CH .:. j.28.:F>r - i,2 ( :. 15 ....... r. 2 • ,GP m > e,_.: .... --;,:",..,, r i H21.rn2 -r.: q. a. ::os' = .. H \ ~:~1 i.-F I F •:· -5 ·) S9-j ---I f ,) 75 J.S9r ,).45 ~,.ca- SEC TION A -A '€· I <i' 'f:; L... 0 L... 4 L... ' ~ '",I ~-··''\ '(.. 7 -; .. ' =>(e~sures :.-:.:,;'n °::i .'"'t. '_cod Cp Definitions: 00 = Point load in pounds :,. = Line load in pounds/foot H = Excavation height below footing, feet a~ = lateral earth pressure from surcharge . psf q = Surcharge pressure in psf 2, = Rad ians cH · = Distribution of ,. ... in plan view =' = Resultant lateral force acting on wall , pounds ::::> = Distance from base of excavation to resultant lateral force , feet LATERAL EARTH PRESSURE FROM LINE LOAD , QL (CONTI N UO US WALL FOOTING) t-, Notes: ,.., -j f-- = -,'- -'--- (JH,, ::'i-.:,t. ,,_, ~ ::: \ ~A·v·.l":IC,' ! F•)P m o.~: c-),,1 = 0 .2 n ·O~ ....: ::. : S+n2 f =--·.:,; --r. Ci . ..:. ~ i .28m~ ,-.Q,_ -,(.--1 -'1} \:' C· r . PES .... _TA'i-D .. == ·=•.f ...L ,~ ('YI' -I, ! ~-1 I~ :c,-1 ----j 0.3 !C.6C1,.... L.5 1).5~ :,.7 I =i_ .. :8H 1. Procedu res for esUmating surcharge pressures shown above are based on Manual 7.02 Naval Fa cilities Engineering Command , September 1986 (NAVFAC OM 7 .02). 2. Lateral earth pressures from surcharge should be added to earth pressures presented on Figures 3 and 4. 3 . See report text for where surcharge pressures are appropriate . UN IFORM SU RCHARG ES. q (FLOOR LOADS . LARGE FOUNDAT ION ELEMEN TS OR TRAFFIC LOADS) C -, I ~cs, c,c t--j -.,::/.,A-·'.:+. I -I 7_ l--c,::2,-q \ I I cs · _A-EP~-SUP:H~0 Gc p;ESSuPE FR ·:,~: u :~1;-C;P \' S;...:0 c•-p.::.:.c: Recommended Surcharge Pressure Valley Medical Center Renton, Washington GEOENGINEER~ I Figure 5 I I I ,:l i ~ ~ • ~ ~ :, i 1 " ~ il_ f ~- ! / ,._ HA-2 'T B-2 ~ HA-1 T -B-1 ~ - 1-¢- -+-22 21-+- B-3~ ~ 84~- ~+ -----~e-4 ,+ 28 *- ! I ; B-2~.' B-7 +. . :::-.:-, (f? I' 23. B-2 :l!z 2s-+- i 27 .- \ '-26 ~· "'-. B-5 + ·~-1-~:--...... -B-3 -+. ,;: '>--., .. _ :I -- ,:=-· .- /-----.. ./ j " ---__ __) /~' ..... ~-.... i ---- I I "' -----' :-,. .~ :,:, ~ "- --6Q 65 >o >5 80 85 ·90 r Pro posed Parki ng Ga rage e--- ' / __ ·---:-:.. , ------------,-~. 1 ~ ---:.::~=-: ----~;~: 0 ,cf> / :5 :, ~ -.:, I i ,!E Leg end GEl-1 + Boring by GeoEngineers , 2016 B-1 + Boring by Terra Associ ates, 1989 B-2 :l!i: Bor ing by Converse Consultants NW, 1989 1 -¢-Boring by Conve rse Consultants NW , 1987 21 -+-Test Pit by Converse Consu ltants NW , 1987 B-1 ~ Bori ng by Geo Engineers, 2001 HA-1 °T Han d Auger by Geo Enginee rs, 2001 ---, , __ J Proposed Bui ld ing w., 100 ~ s 0 100 Fee t Notes : 1. The locations of all features shown are approximate. 2. This drawing tS fo r information purposes. It is intended to assist in showing features discussed In an attached document GeoEngineers . Inc. cannot guarantee the accuracy and content of electronic files . The master file is stored by GeoEngineers. Inc. and will serve as the officia l record of this communication. Data Sou rce: Base aerial photo for Microsoft bing map ser.,er. Projection: NADB3 Washington State Planes, North Zone. US Foot. Site Plan Valley Medi cal Center Ren t on , Washingto n GEOENGINEERS Q I Figure 2 J _ I ~ 1·"' -) ' ' ----~ - ----7 ( I ! / .! ; I ----~-I I IINSON HILL .. 0 ~OOJL--'---~-------c._-------------------,---------------l § --~ ~ .... -w@ , ~ I s ~ ~ ~ 0. ~ Notes 1. The locations of all features shown are approximate . 2. This drawing is for informal10n purposes. It is intended to assist in shOwing features discussed in an attached documen1 . Geo Engineers , Inc. cannot guaran1ee the accuracy and content of electronic files . The master file is stored by GeoEngineers , Inc. and will serve as the official record of lhis commun ication. 3. It is unlawful to copy or reproduce al! or any part theraof. whether for personal use or resale , without permission Data Sourc es : Open Street Map. 20 l 6 Transverse Mercator. Zone 10 N No rtn. North A.rner,ca n Datum 1983 North armw o nenled lo gnd north 2,000 0 ,......_-_ Feet Vicinity Map Va lley Med ic al Center Ren t on. Was hin gton 2,000 I GEOENGINEER~I Figure1 U.S. Geological Survey -National Seismic hazard Mapping project Software, "Earthquake Ground Motion Parameters, Version 5.0.9a," 2002 data, 2009. Washington State Department of Ecology, "Stormwater Management Manual for Western Washington," 2012. Washington State Department of Transportation, 2014, "Standard Specifications for Road, Bridge and Municipal Construction." GEOENGINEERsg Septr1"lhl·r Hi ~016 Page 16 Recommended Additional Geotechnical Services GeoEngineers should be retained to review the project plans and specifications when complete to confirm that our design recommendations have been implemented as intended. Any changes in design, especially the incorporation of elements that deepen the required depth of excavation, will likely go below the water table and could require additional temporary construction dewatering measures. During construction, GeoEngineers should evaluate the suitability of the foundation subgrades, observe installation of subsurface drainage measures, evaluate structural backfill, observe the condition of temporary cut slopes, and provide a summary letter of our construction observation services. The purposes of GeoEngineers construction phase services are to confirm that the subsurface conditions are consistent with those observed in the explorations and other reasons described in Appendix D, Report Limitations and Guidelines for Use. LIMITATIONS We have prepared this report for the exclusive use of Valley Medical Center and their authorized agents for the VMC FY 2017 Medical Office Building Project in Renton, Washington. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. Any electronic form, facsimile or hard copy of the original document (email, text, table and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by Geo Engineers, Inc. and will serve as the official document of record. Please refer to Appendix D titled "Report Limitations and Guidelines for Use" for additional information pertaining to use of this report. REFERENCES City of Renton Public Works Department, 2010 "Amendments to the 2009 King County Surface Water Design Manual." City of Seattle, 2014, "Standard Specifications for Road, Bridge and Municipal Construction." International Code Council, 2012, "International Building Code." King County Department of Natural Resources and Parks, 2009 "Surface Water Design Manual.· Mullineaux D.R., 1965 "Geologic Map of the Renton Quadrangle, King County, Washington." USGS. U.S. Department of Transportation, Federal Highways Administration, 1999, "Geotechnical Engineering Circular No. 4, Ground Anchors and Anchored Systems," FHWA Report No. FHWA-IF-99-015. GEOENGINEERsg September 16. 2016 Puge 15 New Hot-Mix Asphalt Pavement In light-duty pavement areas (e.g., automobile parking). we recommend a pavement section consisting of at least a 2-inch thickness of 1/2-inch HMA (PG 58-22) per WSDOT Sections 5-04 and 9-03, over a 4-inch thickness of densely compacted crushed rock base course per WSDOT Section 9-03.9(3). In heavy-duty pavement areas (e.g., truck traffic areas, materials delivery, forklifts) around the building, we recommend a pavement section consisting of at least a 4-inch thickness of 1/,-inch HMA (PG 58-22) over a 6-inch thickness of densely compacted crushed rock base course. The base course should be compacted to at least 95 percent of the maximum dry density (ASTM D 1557). We recommend that a proof-roll of the compacted base course be observed by a representative from our firm prior to paving. Soft or yielding areas observed during proof-rolling may require over-excavation and replacement with compacted structural fill. The pavement sections recommended above are based on our experience. Thicker asphalt sections may be needed based on the actual subgrade conditions, traffic data and intended use. Infiltration In the northern portion of the proposed MOB building footprint, native glacially consolidated soils and sandstone bedrock were encountered and consisted of dense to very dense silty sand and gravel with varying silt content. In the southern portion, mainly near GEl-10, fill overlies the glacially consolidated soils. The fill consists of loose to medium dense silty sand. The fill contains a significant portion of fines. The glacially consolidated soils are compact and contain a significant percentage of fines, which limits the infiltration capacity. Additionally, the cemented nature of the glacial till and sandstone bedrock typically does not allow for infiltration. Grain size analyses were completed on two soil samples, GEl-8 at a depth of 2.5 feet below ground surface (bgs) and GEl-10 at 5 feet bgs. GeoEngineers determined preliminary long-term design infiltration rates in general accordance with the 2012 Stormwater Management Manual of Western Washington (SMMWW) using the simplified Soil Grain Size Analysis Method. The method consists of correlations based on sieve analysis results, as discussed in Section 3.3.6 of the SMMWW manual. Based on this analysis, we estimate a preliminary long-term design infiltration rate of 0.5 inches per hour in the southern portion of the site for depths of 2 to 5 feet bgs where fill is present. Infiltration is not considered feasible in the glacial soils encountered in the northern portion of the site and below a depth of about 2 to 5 feet in the southern portion of the site, due to the presence of glacial soils below this depth. It should be noted that the City of Renton has adopted and amended sections of the 2009 King County Surface Water Design Manual and it specifies that the measured infiltration rate be measured in accordance with the EPA Falling Head Method or the Double Ring lnfiltrometer Method. However, the City of Renton amendments states "For some soils, an infiltration rate of less than 9 inches per hour may be assumed based on soil texture determination rather than a rate measurement." Based on this exception, the value of 0.5 inches per hour can be used for design, unless a measured value using one of the methods referenced above is completed in the field. It is our opinion that the on-site soils provide low infiltration capacity and extensive stormwater infiltration facilities are not recommended for the site. GrnENGINEER'9 Weather Considerations The on-site soils contain a sufficient percentage of fines (silt and clay) to be moisture-sensitive. When the moisture content of these soils is more than a few percent above the optimum moisture content, these soils become muddy and unstable, and operation of equipment on these soils is difficult. Additionally, disturbance of near-surface soils should be expected if earthwork is completed during periods of wet weather. During wet weather, we recommend that: • The ground surface in and around the work area should be sloped so that surface water is directed away from the work area. The ground surface should be graded such that areas of ponded water do not develop. The contractor should take measures to prevent surface water from collecting in excavations and trenches. Measures should be implemented to remove surface water from the work area. • Slopes with exposed soils should be covered with plastic sheeting or similar means. • The site soils should not be left uncompacted and exposed to moisture. Sealing the surficial soils by rolling with a smooth-drum roller prior to periods of precipitation will reduce the extent to which these soils become wet or unstable. • Construction traffic should be restricted to specific areas of the site, preferably areas that are surfaced with materials not susceptible to wet weather disturbance. • Construction activities should be scheduled so that the length of time that soils are left exposed to moisture is reduced to the extent practicable. Permanent Slopes We recommend that permanent cut and fill slopes be constructed no steeper than 2H:1V. To achieve uniform compaction, we recommend that fill slopes be overbuilt slightly (1 to 2 feet) and subsequently cut back to expose properly compacted fill. We recommend that the finished slope faces be compacted by track walking with the equipment running perpendicular to the slope contours so that the track grouser marks help provide an erosion-resistant slope texture. To reduce erosion, newly constructed slopes should be planted or hydroseeded shortly after completion of grading. Until the vegetation is established, some sloughing and raveling of the slopes should be expected. This may require localized repairs and reseeding. Temporary covering, such as clear heavy plastic sheeting, jute fabric, loose straw, or excelsior or straw/coconut matting, should be used to protect the slopes during periods of rainfall. Pavement Design Subgrade Preparation We recommend that the subgrade soils in new pavement areas be prepared and evaluated as described in the "Earthwork" section of this report. We recommend that the subgrade be compacted to at least 95 percent of the MOD per ASTM D 1557 prior to placing pavement section materials. If the subgrade soils are loose or soft, it may be necessary to excavate the soils and replace them with structural fill. A layer of suitable woven geotextile fabric may be placed over soft subgrade areas to limit the thickness of structural fill required to bridge soft, yielding areas. The depth of overexcavation or fabric placement should be evaluated by GeoEngineers during construction. GEOENGINEER~ September 16. 2016 Page 13 • Structural fill placed around perimeter footing drains, underslab drains and cast-in-place wall drains should meet the requirements of Mineral Aggregate Type 5 (1-inch washed gravel) or Type 22 (%-inch crushed gravel), City of Seattle Standard Specification 9-03.16, or WSDOT gravel backfill for drains Section 9-03.12(4). • Structural fill placed as crushed surfacing base course below pavements and sidewalks should meet the requirements of Mineral Aggregate Type 2 (1 Y•-inch minus crushed rock), City of Seattle Standard Specification 9-03.16, or Section 9-03.9(3) of the WSDOT Standard Specifications. On-site Solis The on-site soils are moisture-sensitive and generally have natural moisture contents higher than the anticipated optimum moisture content for compaction. A5 a result, the on-site soils will likely require moisture conditioning in order to meet the required compaction criteria during dry weather conditions and will not be suitable for reuse during wet weather. Furthermore, most of the fill soils required for the project have specific gradation requirements, and the on-site soils do not meet these gradation requirements. If the contractor wants to use on-site soils for structural fill, GeoEngineers can evaluate the on-site soils for suitability as structural fill, as required. FIii Placement and Compaction Ctlterla Structural fill should be mechanically compacted to a firm, non-yielding condition. Structural fill should be placed in loose lifts not exceeding 1 foot in thickness. Each lift should be conditioned to the proper moisture content and compacted to the specified density before placing subsequent lifts. Structural fill should be compacted to the following criteria: • Structural fill placed in building areas (supporting or adjacent to foundations or slab-on-grade floors) should be compacted to at least 95 percent of the maximum dry density (MDD) estimated in general accordance with ASTM D 1557. • Structural fill placed within 10 feet of the back of subgrade and retaining walls should be compacted to between 90 and 92 percent of the MDD. Care should be taken when compacting fill against subsurface walls to avoid over-compaction and hence overstressing the walls. Structural fill beyond this 10-foot zone should be compacted to at least 95 percent of the MDD. • Structural fill in new pavement and roadway areas, including utility trench backfill, should be compacted to 90 percent of the MDD, except that the upper 2 feet of fill below final subgrade should be compacted to 95 percent of the MDD. • Structural fill placed as crushed rock base course below pavements should be compacted to 95 percent of the MDD. We recommend that GeoEngineers be present during probing of the exposed subgrade soils in building and pavement areas, and during placement of structural fill. We will evaluate the adequacy of the subgrade soils and identify areas needing further work, perform in-place moisture-density tests in the fill to verify compliance with the compaction specifications, and advise on any modifications to the procedures that may be appropriate for the prevailing conditions. GEOENGINEER~ Srpt('mber 10 2016 Page 12 • revegetating or mulching denuded areas; • directing runoff away from denuded areas; • minimizing the length and steepness of slopes with exposed soils; • decreasing runoff velocities; • confining sediment to the project site; • inspecting and maintaining control measures frequently; • covering soil stockpiles; and • implementing proper erosion control best management practices (BMPs). Temporary erosion protection should be used and maintained in areas with exposed or disturbed soils to help reduce the potential for erosion and reduce transport of sediment to adjacent areas. Temporary erosion protection should include the construction of a silt fence around the perimeter of the work area prior to the commencement of grading activities. Permanent erosion protection should be provided by reestablishing vegetation using hydroseeding and/or landscape planting. Until the permanent erosion protection is established and the site is stabilized, site monitoring should be performed by qualified personnel to evaluate the effectiveness of the erosion control measures and repair and/or modify them as appropriate. Provisions for modifications to the erosion control system based on monitoring observations should be included in the erosion and sedimentation control plan. Subgrade Preparation The exposed subgrade in structure and hardscape areas should be evaluated after site excavation is complete. Disturbed areas below slabs and foundations should be recompacted if the subgrade soil consists of granular material. If the subgrade soils consist of disturbed soils, it will likely be necessary to remove and replace the disturbed soil with structural fill unless the soil can be adequately moisture- conditioned and compacted. Structural FIil Fill placed to support structures, placed behind retaining structures, and placed below pavements and sidewalks will need to be specified as structural fill as described below: • Structural fill placed within utility trenches and below pavement and sidewalk areas and below foundations should meet the requirements of Mineral Aggregate Type 17 (bank run gravel), City of Seattle Standard Specification 9-03.16, or WSDOT common borrow as described in Section 9-03.14(3). Common borrow is only suitable for use during dry weather. If fill is placed during wet weather, WSDOT gravel borrow should be used, as described in Section 9-03.14(1). • Structural fill placed as capillary break material should meet the requirements of Type 22 (%-inch crushed gravel), City of Seattle Standard Specification 9-03.16, or Section 9-03.1(4)C, grading No. 57 of the WSDOT Standard Specifications (1'1,-inch minus crushed gravel). • Structural fill placed behind retaining walls should meet the requirements of Mineral Aggregate Type 17 (bank run gravel), City of Seattle Standard Specification 9-03.16, or WSDOT gravel backfill for walls Section 9-03.12(2). GEOENGINEERu:;i September 16. 2016 Page 11 Lateral resistance for conventional cast-in-place walls can be provided by frictional resistance along the base of the wall and passive resistance in front of the wall. For walls founded on native soils or structural fill, the allowable frictional resistance may be computed using a coefficient of friction of 0.4 applied to vertical dead-load forces. The allowable passive resistance may be computed using an equivalent fiuid densities of 390 pcf (triangular distribution). The allowable passive resistance for structural fill assumes that the structural fill extends out from the face of the foundation element for a distance of at least equal to 21/2 times the height of the element and is compacted to at least 95 percent of the MDD in accordance with ASTM D-1557. The above coefficient of friction and passive equivalent fluid density values incorporate a factor of safety of about 1.5. The above soil pressures assume that wall drains will be installed to prevent the buildup of hydrostatic pressure behind the walls, as discussed below. Drainage Positive drainage should be provided behind cast-in-place retaining walls by placing a minimum 2-foot-wide zone of Mineral Aggregate Type 17 (bank run gravel), City of Seattle Standard Specification 9-03.16, with the exception that the percent passing the U.S. No. 200 sieve is to be less than 3 percent. Alternatively, the 2-foot-wide zone of material may consist of gravel backfill for walls in conformance with WSDOT Standard Specification 9-03.12(2). A perforated drainpipe should be placed near the base of the retaining wall to provide drainage. The drainpipe should be surrounded by a minimum of 6 inches of Mineral Aggregate Type 22 (%-inch crushed gravel) or Type 5 (1-inch washed gravel), City of Seattle Standard Specification 9-03.16, or gravel backfill for drains in conformance with WSOOT Standard Specification 9-03.12(4). The material should be wrapped with a geotextile filter fabric meeting the requirements of construction geotextile for underground drainage, WSDOT Standard Specification 9-33. The wall drainpipe should be connected to a header pipe and routed to a sump or gravity drain. Appropriate cleanouts for drainpipe maintenance should be installed. A larger-diameter pipe will allow for easier maintenance of drainage systems. Earthwork Stripping, Clearing and Grubbing We recommend that all new pavement and structure areas be stripped of existing pavements, concrete and vegetation in landscape areas. The asphalt pavement thickness in the project area is generally between 11/2 and 3 inches of asphalt concrete as encountered in the borings. The stripped organic soil from the landscape areas may be stockpiled for later use as topsoil for landscaping purposes. Erosion and Sedimentation Control Potential sources or causes of erosion and sedimentation depend upon construction methods, slope length and gradient, amount of soil exposed and/or disturbed, soil type, construction sequencing, and weather. The project's impact on erosion-prone areas can be reduced by implementing an erosion and sedimentation control plan. The plan should be designed in accordance with applicable City and/or county standards. The plan should incorporate basic planning principles including: • scheduling grading and construction to reduce soil exposure; • retaining existing vegetation whenever feasible; GEOENGINEER'9 September Hi. 2016 Page rn Specification 9-03.16, or gravel backfill for drains in conformance with WSDOT Standard Specification 9-03.12(4). The material should be wrapped with a geotextile filter fabric meeting the requirements of construction geotextile for underground drainage, Washington State Department of Transportation (WSDOT) Standard Specification 9-33. The underslab drainage system pipes should be connected to a header pipe and routed to a sump or gravity drain. Appropriate cleanouts for drainpipe maintenance should be installed. A larger diameter pipe will allow for easier maintenance of drainage systems. The flow rate for the planned excavation in the below-slab drainage and below-grade wall drainage systems is anticipated to be on the order of 5 to 10 gpm. If no special waterproofing measures are taken, leaks and/or seepage may occur in localized areas of the below-grade portion of the building, even if the recommended wall drainage and below-slab drainage provisions are constructed. If leaks or seepage is undesirable, below-grade waterproofing should be specified. A vapor barrier should be used below slab-on-grade floors located in occupied portions of the building. Specification of the vapor barrier requires consideration of the performance expectations of the occupied space, the type offlooring planned and other factors. and is typically completed by other members of the project team. If partial below-grade waterproofing is specified (for instance, for elevator pits), the waterproofing should extend to at least the elevation of the lowest finished floor so that the waterproofing will be located above the elevation where foundation drainage is provided. Below-Grade Walls other Cast-In-Place Walls Conventional cast-in-place walls may be necessary for small retaining structures located on-site or where temporary open cuts are used for excavation support. The lateral soil pressures acting on conventional cast-in-place subsurface walls will depend on the nature, density and configuration of the soil behind the wall and the amount of lateral wall movement that can occur as backfill is placed. For walls that are free to yield at the top at least 0.1 percent of the height of the wall, soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing. Assuming that the walls are backfilled and drainage is provided as outlined in the following paragraphs, we recommend that yielding walls supporting horizontal backfill be designed using an equivalent fluid density of 35 pcf (triangular distribution), while non-yielding walls supporting horizontal backfill be designed using an equivalent fluid density of 55 pcf (triangular distribution). For seismic loading conditions, a rectangular earth pressure equal to 14H pounds per square foot (psf) (where H is the height of the wall in feet) should be added to the active/at-rest pressures. A traffic surcharge pressure of 70 psf should also be included in the design, as appropriate. Other surcharge loading should be applied as appropriate using the recommendations provided in Figure 5. We recommend that below-grade wall or other retaining wall foundations be designed using the foundation recommendations provided above under "Shallow Foundations." For retaining walls independent of building structures (grade-transition walls), the retaining wall footings may be supported on 2 feet of structural fill placed over the existing fill soils. The upper foot of existing fill should also be recompacted to a firm condition prior to placement of the 2-foot-thick layer of structural fill. An allowable bearing pressure of 3 ksf may be used for this foundation support condition. GeoENGINEER~ September 16 2016 Page 9 without significant groundwater. Disturbed areas should be recompacted if possible or removed and replaced with compacted structural fill. The site should be rough graded to approximately 1 foot above slab subgrade elevation prior to foundation construction in order to protect the slab subgrade soils from deterioration from wet weather or construction traffic. After the foundations have been constructed, the remaining soils can be removed to final subgrade elevation followed by immediate placement of the capillary break material. In areas were existing fill is present below buildings, the existing soil may be left in place below the slab provided the slab is founded on at least 1 foot of structural fill compacted to 95 percent of the MDD in accordance with ASTM D1557. The upper foot of existing fill should also be recompacted to a firm condition prior to placement of the 1-foot-thick layer of structural fill. Design Parameters Conventional slabs may be supported on-grade, provided the subgrade soils are prepared as recommended in the "Subgrade Preparation" section above. For slabs designed as a beam on an elastic foundation, a modulus of subgrade reaction of 150 pounds per cubic inch (pci) may be used for slabs supported on glacial till. For slabs supported on a 1-foot layer of structural fill overlying existing fill soils, we recommend a modulus of subgrade reaction of 100 pci. We recommend that the slab-on-grade floors be underlain by a 6-inch-thick capillary break consisting of 11/,-inch minus clean crushed gravel with negligible sand or silt meeting the requirements Washington State Department of Transportation (WSDOT) Standard Specification 9-03.1(4)C, grading No. 57 or Mineral Aggregate Type 22 (%-inch crushed gravel), City of Seattle Standard Specification 9-03.16. Provided that loose soil is removed and the subgrade is prepared as recommended, we estimate that slabs-on-grade will not settle appreciably. Below-Slab Drainage We expect the static groundwater level to be located well below the slab-on-grade level for the proposed building; however perched groundwater may be present above the slab subgrade elevation. We recommend installing an underslab drainage system to remove water from below the slabs-on-grade. The underslab drainage system should include an interior perimeter drain and one or more longitudinal drains with transverse pipes placed at a nominal spacing of 20 feet. The location of the longitudinal drain(s) will depend on the foundation and below-grade structure design and may need to be modified to two or more transverse drains or drains located behind interior cast-in-place walls. The civil engineer should develop a conceptual foundation drainage plan for GeoEngineers to review. The drains should consist of perforated Schedule 40 polyvinyl chloride (PVC) pipes with a minimum diameter of 4 inches placed in a trench at least 12 inches deep. The top of the underslab drainage system trenches should coincide with the base of the capillary break layer. The underslab drainage system pipes should have adequate slope to allow positive drainage to the sump/gravity drain. The drainage pipe should be perforated. Perforated pipe should have two rows of V,-inch holes spaced 120 degrees apart and at 4 inches on center. The underslab drainage system trenches should be backfilled with Mineral Aggregate Type 22 or Type 5 ( 1-inch washed gravel), City of Seattle Standard GrnENGINEER~ September 16. 2015 Page 8 Settlement Provided that all loose soil is removed and that the subgrade is prepared as recommended under "Construction Considerations" below, we estimate that the total settlement of shallow foundations will be about 1 inch or less. The settlements will occur rapidly, essentially as loads are applied. Differential settlements between footings could be half of the total settlement. Note that smaller settlements will result from lower applied loads. Lat era I Resistance Lateral foundation loads may be resisted by passive resistance on the sides of footings and by friction on the base of the shallow foundations. For shallow foundations supported on native soils or structural fill, the allowable frictional resistance may be computed using a coefficient of friction of 0.4 applied to vertical dead-load forces. The allowable passive resistance may be computed using an equivalent fluid density of 390 pounds per cubic foot (pcf) (triangular distribution). This value is appropriate for foundation elements that are poured directly against undisturbed glacial till or surrounded by structural fill. The allowable passive resistance for structural fill assumes that the structural fill extends out from the face of the foundation element for a distance of at least equal to 21/, times the height of the element and is compacted to at least 95 percent of the maximum dry density (MDD) in accordance with ASTM D-1557. The above coefficient of friction and passive equivalent fluid density values incorporate a factor of safety of about 1.5. Construction Considerations We recommend that the condition of all subgrade areas be observed by GeoEngineers to evaluate whether the work is completed in accordance with our recommendations and whether the subsurface conditions are as anticipated. If foundation construction is completed during periods of wet weather, foundation subgrades are recommended to be protected with a rat slab consisting of 2 to 4 inches of lean or structural concrete. If soft areas are present at the footing subgrade elevation, the soft areas should be removed and replaced with lean concrete or structural fill at the direction of GeoEngineers. We recommend that the contractor consider leaving the subgrade for the foundations as much as 6 to 12 inches high, depending on soil and weather conditions, until excavation to final subgrade is required for foundation reinforcement. Leaving subgrade high will help reduce damage to the subgrade resulting from construction traffic for other activities. Slab-on-Grade Floors Subgrade Preparation The exposed subgrade should be evaluated after site grading is complete. Proof-rolling with heavy, rubber-tired construction equipment should be used for this purpose during dry weather and if access for this equipment is practical. Probing should be used to evaluate the subgrade during periods of wet weather or if access is not feasible for construction equipment. The exposed soil should be firm and unyielding, and GEOENGINEER~ September 16. 2016 Page 7 Once the lowest finish floor elevations have been established for the project, the type/location of foundation elements should be reviewed by GeoEngineers with the project team. Additional explorations can be completed to reduce uncertainty with regards to extent of overexcavation. More detail regarding recommended subgrade preparation and allowable bearing pressures for shallow foundations are presented below. Allowable Bearing Pressure We recommend using an allowable bearing pressure of 10 ksf for mat foundations and isolated spread footing foundations bearing on the dense to very dense/hard glacially consolidated soils. For foundations bearing on properly compacted structural fill extended down to dense to very dense/hard glacially consolidated soils, an allowable bearing pressure of 6 ksf may be used. The estimated depth to the dense to very dense/hard glacially consolidated soils are summarized in Table 3. TABLE 2. ESTIMATED DEPTH TO DENSE TO VERY DENSE/HARD GLACIALLY CONSOLIDATED SOILS FOR FOUNDATION SUPPORT Notes: Exploration Number GEl-8 GEl-9 GEl-10 GEl-11 :oepth below existing ground suriace Approximate Depth to Competent Glacially Consolidated So1ls1 (feet) 1 3 10 2 Where foundations are planned to bear on existing fill or highly weathered glacial soils (elevations higher than shown in Table 2), we recommend a minimum of 2 feet be overexcavated below the foundation elevation and replaced with compacted structural fill. Existing fill or highly weathered glacial soils will still remain for this condition; therefore, we recommend an allowable bearing pressure of 3 ksf be used. The zone of structural fill below the foundation should extend beyond the faces of the footing a distance at least equal to the thickness of the structural fill. The zone of structural fill should be compacted to at least 95 percent of the MOD in general accordance with ASTM D 1557. If loose existing fill is encountered, further overexcavation may be necessary. The allowable soil bearing pressures provided above apply to the total of dead and long-term live loads and may be increased by up to one-third for wind or seismic loads. The allowable soil bearing pressures are net values. We recommend that conventional shallow foundations be a minimum of 36 inches wide and continuous wall footings be a minimum of 16 inches wide. Exterior footings should be founded a minimum of 18 inches below the lowest adjacent grade. Interior footings should be founded a minimum of 12 inches below top of slab. GEOENGINEER~ September 16.2016 Page 6 Excavations We understand that the ground floor of the planned building will be at or partially below grade and that the excavations may extend up to 4 feet below site grades for foundation installation. Temporary cut slopes may be used for shallow excavations or where there is sufficient space to complete cut slopes. The following sections provide geotechnical design and construction recommendations for temporary cut slopes. Excavation Considerations The site soils may be excavated with conventional excavation equipment, such as trackhoes or dozers. It may be necessary to rip the glacially consolidated soils locally to facilitate excavation. The contractor should be prepared for occasional cobbles and boulders in the site soils. Likewise, the surficial fill may contain foundation elements and/or utilities from previous site development, debris, rubble and/or cobbles and boulders. We recommend that procedures be identified in the project specifications for measurement and payment of work associated with obstructions. Temporary Cut Slopes Temporary slopes may be used around the site where space allows. We recommend that temporary slopes constructed in the fill be inclined at 11/,H:1V (horizontal to vertical) and that temporary slopes in the glacially consolidated soils be inclined at 1H:1V. Flatter slopes may be necessary if seepage is present on the face of the cut slopes or if localized sloughing occurs. For open cuts at the site, we recommend that: • no traffic, construction equipment. stockpiles or building supplies be allowed at the top of the cut slopes within a distance of at least 5 feet from the top of the cut; • exposed soil along the slope be protected from surface erosion by using waterproof tarps or plastic sheeting; • construction activities be scheduled so that the length of time the temporary cut is left open is reduced to the extent practicable; • erosion control measures be implemented as appropriate such that runoff from the site is reduced to the extent practicable; • surface water be diverted away from the slope; and • the general condition of the slopes be observed periodically by the geotechnical engineer to confirm adequate stability. Because the contractor has control of the construction operations, the contractor should be made responsible for the stability of cut slopes, as well as the safety of the excavations. Temporary slopes must conform to applicable local, state and federal safety regulations. Shallow Foundations Subgrade soils at foundation elevation level for the project will be dependent on the depth of excavation and the finish floor elevation. The soils at the anticipated foundation elevation vary across the site and may consist of existing fill or glacially consolidated soils, as such, the bearing capacity and subgrade preparation will vary. Where foundations bear on competent glacially consolidated soils a high allowable bearing capacity value can be used. Where fill is present at foundation subgrade elevation, a lower allowable bearing capacity should be used. GEOENGINEERs,.9 Septembei 16. 2016 Page 5 • The majority of the on-site soils generally contain a high percentage of fines and are highly moisture- sensitive. The on-site soils may be used as structural fill during dry weather conditions only (typically June through September) provided the soils are properly moisture conditioned for compaction. Imported granular soils with a low percentage of fines should be used as structural fill during wet weather conditions and during the wet season (typically October through May). Our specific geotechnical recommendations are presented in the following sections of this report. Earthquake Engineering Liquefaction Liquefaction refers to the condition by which vibration or shaking of the ground, usually from earthquake forces, results in the development of excess pore pressures in saturated soils with subsequent loss of strength. In general, soils that are susceptible to liquefaction include very loose to medium dense, clean to silty sands that are below the water table. Our analysis indicates that the soils that underlie the proposed building area have a low risk of liquefying because of the density and gradation of these soils. Lateral Spreading Lateral spreading involves lateral displacement of large, surficial blocks of soil as the underlying soil layer liquefies. Because the buildings will bear on non-liquefiable soils, the potential for lateral spreading is considered to be low for the project site. Surface Rupture The Renton Formation has many small faults with generally low displacement (Mullineaux, 1965). However, the nearest mapped fault, the Sunbeam fault is approximately V, mile north of the site. Based on the distance to this known fault zone, and lack of other known fault zones near the site, it is our opinion that there is a low to moderate risk of surface rupture at the site. Other Seismic Hazards Due to the location of the site and the site's topography, the risk of adverse impacts resulting from seismically induced slope instability and differential settlement is considered to be low. 2012 IBC Seismic Design Information The following 2012 \BC parameters for site class, short period spectral response acceleration (Ss), 1-second period spectral response acceleration (S1) and seismic coefficients (F, and Fv) are appropriate for the project site. TABLE 1. 2012 IBC SEISMIC DESIGN PARAMETERS 2012 IBC Parameter Site Class Short Period Spectral Response Acceleration, Ss (percent g) 1-Second Period Spectral Response Acceleration, S, (percent g) Seismic Coefficient. FA Seismic Coefficient. Fv GEOENGINEERs9 Recommended Value C 140.7 52.4 1.0 1.3 SrptE:mb,r.r ~6. 2016 Page 4 Glacially Consolidated Solis The glacially consolidated soils encountered below the fill consist of weathered and unweathered glacial till. The glacial till encountered consists of silty sand or sandy silt with variable gravel content. A dense to very dense weathered zone near the surface transitions to the dense to very dense/hard unweathered glacial till below. The transition between weathered and unweathered glacial till was observed at depths ranging from approximately 5 to 9 feet below site grades. Glacial till extended approximately 201/2 feet below site grades in boring GEl-10 and to the depths explored in borings GEl-8, GEl-9 and GEl-11. Sandstone Bedrock Sandstone bedrock (Renton Formation) was encountered below the glacially consolidated soils in boring GEl-10 and consists of very dense cemented silty sand with occasional coal deposits. Where encountered, the Renton formation extended to the depths explored. Groundwater Conditions Perched water was encountered at various depths in borings GEl-9 and GEl-10. The groundwater observed in GEl-10 was confined to wet. medium dense soils overlying dense to very dense soils with relatively high fines content. The perched groundwater encountered is likely associated with seasonal rainfall. Perched groundwater is expected to fluctuate as a result of season, precipitation, and other factors. CONCLUSIONS AND RECOMMENDATIONS A summary of the primary geotechnical considerations is provided below. The summary is presented for introductory purposes only and should be used in conjunction with the complete recommendations presented in this report. • The site is designated as Site Class C per ASCE/SEI 7-10 and the 2012 International Building Code (IBC). • The groundwater table is likely well below the base of the excavation. Minor seepage inflows may be expected where excavations intercept perched groundwater zones. We estimate flow rates from incidental seepage may be on the order of 5 to 10 gallons per minute (gpm). • Temporary excavations may be completed with temporary open cuts. • Shallow foundations may be used and shall bear on either dense to very dense/hard glacial till, on structural fill extending down to dense to very dense/hard glacial till, or on a 2-foot-thick layer of structural fill placed over the existing fill and highly weathered glacial soils: For shallow foundations bearing directly on dense to very dense/hard glacial till, an allowable soil bearing pressure of 10 kips per square foot (ksf) may be used. For shallow foundations bearing on structural fill extending down to dense to very dense/hard glacial till, an allowable soil bearing pressure of 6 ksf may be used. For shallow foundations bearing on a 2-foot-thick layer of structural fill placed over the existing fill and highly weathered glacial soils, an allowable soil bearing pressure of 3 ksf may be used. GEOENGINEERs_O September 16. 2016 Page 3 SITE CONDITIONS Regional Geology Published geologic information for the project vicinity includes a geologic map of the Renton Quadrangle (Mullineaux 1965). The geologic map of the project area identifies subsurface soils to consist primarily of glacial till deposits of the Vashon Drift. Also mapped in the area are Renton Formation sandstone with interbeds of siltstone, claystone and coal. Glacial till typically consists of a heterogeneous mixture of sand, gravel, cobbles and occasional boulders in a silt and clay matrix that was deposited beneath a glacier. Because glacial till has been overridden by thousands of feet of ice, it is typically dense to very dense. Renton Formation sandstone consists of irregularly cemented arkosic sandstone, mudstone and shale and locally contains coal deposits. Geologic map notes maximum thicknesses of approximately 2,500 feet. Subsurface soils encountered in our explorations are consistent with the geologic mapping. Specific details of subsurface conditions encountered in the field explorations are presented in the "Subsurface Conditions" section below. Surface Conditions The site is currently occupied by asphalt surface parking, landscaped parking islands and several mature con·1ferous and deciduous trees. The site steps down from east to west, with a total change in elevation of approximately 9 feet. Generally, the site appears to be clear of public utilities. The utilities on site consist of private stormwater and power for the parking lot lights. Subsurface Conditions The subsurface conditions at the site were evaluated by completing four geotechnical borings (GEl-8 through GEl-11) for the current study, and reviewing logs of explorations completed by GeoEngineers immediately adjacent to the project site as part of the proposed parking garage as well as other explorations by others in the project vicinity. The approximate locations of the explorations in the site vicinity are shown on the Site Plan, Figure 2. The soil units encountered in the explorations consist of fill, glacially consolidated soils and sandstone bedrock, as described below. Asphalt concrete pavement was encountered at the ground surface at each boring location and ranged in thickness from 1 v, to 3 inches. The asphalt concrete pavement was underlain with up to 5'12 inches of base course consisting of crushed gravel, where encountered. FIii Fill was encountered below the asphalt pavement in the explorations completed for this study and previous studies. The fill typically consists of loose to medium dense silty sand with variable gravel content and extends to depths ranging from 1/, to 9'h feet below existing site grades. The deepest fill, approximately 9'12 feet, was encountered in boring GEl-10. The other borings in the building footprint (GEl-8, GEl-9, and GEl-11) encountered shallow fill up to 2 feet thick. GEOENGINEERS..o Septembt>r 16. 2016 Pagr. 7 INTRODUCTION This report presents the results of Geo Engineers' geotechnical engineering services for the Valley Medical Center (VMC) Fiscal Year (FY) 2017 Medical Office Building project in Renton, Washington. The site is trapezoidal in shape and is located in the northern portion of the VMC campus at 400 South 43'' Street. The site is bordered to the west by an existing medical office building, to the north by a VMC campus access road off Talbot Road South, to the east by a parking lot and to the south by the VMC. The site is shown relative to surrounding physical features on the Vicinity Map, Figure 1 and the Site Plan, Figure 2. The purpose of this report is to provide geotechnical engineering conclusions and recommendations for the design and construction of the planned medical office building development. GeoEngineers' geotechnical engineering services have been completed in general accordance with our signed agreement executed on March 21, 2016. PROJECT DESCRIPTION GeoEngineers understands that Medical Office Building project will consist of up to eight levels above-grade and the ground floor will be at or partially below-grade. Based on our understanding of the project, temporary slope cuts along the perimeter of the proposed building will be sufficient to complete the excavation. Variable soil conditions are present at the anticipated foundation elevation; therefore, shallow foundations bearing on native or structural fill are anticipated for foundation support. FIELD EXPLORATIONS AND lABORATORY TESTING Field Explorations The subsurface conditions at the site were evaluated by drilling four borings, GEI-B through GEl-11, to depths of approximately 21 to 261/, feet below existing site grades. The approximate locations of the explorations are shown on the Site Plan, Figure 2. Descriptions of the field exploration program and the boring logs are presented in Appendix A. Laboratory Testing Soil samples were obtained during drilling and were taken to GeoEngineers' laboratory for further evaluation. Selected samples were tested for soil moisture content, the determination offines content and grain-size distribution (sieve analysis). A description of the laboratory testing and the test results are presented in Appendix B. PREVIOUS SITE EVALUATIONS In addition to the explorations completed as part of this evaluation, the logs of selected explorations from previous site evaluations in the project vicinity were reviewed. The logs of explorations from previous projects referenced for this study are presented in Appendix C. GEOENGINEER~ September 16, 2016 PagP.1 Table of Contents (continued) Permanent Slopes ............. . . ....................................................................................... Ll Pavement Design ............................................................................................................................. 13 Subgrade Preparation .................................................................................................................. 13 New Hot-Mix Asphalt Pavement .................................................................................................. 14 Infiltration ............................................................................................................................................. 14 Recommended Additional Geotechnical Services.................................... .. ................................. 15 LIMITATIONS ............................................................................................................................................... 15 REFERENCES .............................................................................................................................................. 15 LIST OF FIGURES Figure 1. Vicinity Map Figure 2. Site Plan APPENDICES Appendix A. Field Explorations Figure A-1 -Key to Exploration Logs Figures A-2 through A-5 Boring Logs Appendix B. Laboratory Testing Figure 8-1 -Sieve Analysis Results Appendix C. Boring Logs from Previous Studies Appendix D. Report Limitations and Guidelines GrnENGINEERs__O Sep:em'.:ler 16, 2016 Page ii Table of Contents INTRODUCTION ....................•..................................•...•.........................................•....................................... 1 PROJECT DESCRIPTION ............................................................................................................................... 1 FIELD EXPLORATIONS AND LABORATORY TESTING ................................................................................. 1 Field Explorations ................................................................................................................................... 1 Laboratory Testing ................................................................................................................................ 1 PREVIOUS SITE EVALUATIONS .................................................................................................................... 1 SITE CONDITIONS ......................................................................................................................................... 2 Regional Geology ................................................................................................................................... 2 Surface Conditions ................................................................................................................................. 2 Subsurface Conditions .......................................................................................................................... 2 Fill. .................................................................................................................................................... 2 Glacially Consolidated Soils ............................................................................................................ 3 Sandstone Bedrock ......................................................................................................................... 3 Groundwater Conditions ........................................................................................................................ 3 CONCLUSIONS AND RECOMMENDATIONS ..........................................................................................•....• 3 Earthquake Engineering ........................................................................................................................ 4 liquefaction .................................................................................................................................... 4 Lateral Spreading ............................................................................................................................ 4 Surface Rupture ............................................................................................................................ 4 Other Seismic Hazards ................................................................................................................... 4 2012 IBCSeismic Design Information .......................................................................................... 4 Excavations ............................................................................................................................................ 5 Excavation Considerations ............................................................................................................. 5 Temporary Cut Slopes ..................................................................................................................... 5 Shallow Foundations ............................................................................................................................. 5 Allowable Bearing Pressure ............................................................................................................ 6 Settlement ....................................................................................................................................... 7 Lateral Resistance .......................................................................................................................... 7 Construction Considerations ......................................................................................................... 7 Slab-on-Grade Floors ............................................................................................................................ 7 Subgrade Preparation ..................................................................................................................... 7 Design Parameters ......................................................................................................................... 8 Below-Slab Drainage ...................................................................................................................... 8 Below-Grade Walls ................................................................................................................................. 9 Other Cast-in-Place Walls ............................................................................................................... 9 Drainage ........................................................................................................................................ 10 Earthwork ............................................................................................................................................. 10 Stripping, Clearing and Grubbing ................................................................................................. 10 Erosion and Sedimentation Control......... . ............................................................................... 10 Subgrade Preparation .................................................................................................................. 11 Structural Fill ................................................................................................................................. 11 GEOENGINEERs_G Septr.mber 16. 2016 Page 1 Geotechnical Engineering Services Valley Medical Center FY 201.7 Proposed Medical Office Building Renton, Washington Pre pa red for: Valley Medical Center 400 South 43,a Street Renton, Washington 98005 Attention: Becky Hardi Prepared by: GeoEngineers, Inc. 8410 154th Avenue NE Redmond, Washington 98052 425.861.6000 1)-~~ Daniel P. Ciani, PE s Principal OTM:DPC:SDS:n!d FIie No. 2202-024-00 September 16, 2016 Disdnlmer: Any electronic form. facsimile or hard copy of the original document (email, text. table, and/or figure), if provided, and any attachments are only a copy of tile original document. The original document is sto1ed by Ge0Eng1neers, Inc. and will serve as the official document of record. GEOENGINEER~ Geotechnlcal Engineering Services Valley Medical Center FY 2017 Proposed Medical Office Building Renton, Washington for Valley Medical Center September 16, 2016 GEOENGINEER~ 8410 154th Avenue NE Redmond, Washington 98052 425.861.6000 Geotechnlcal Engineering Services Valley Medical Center FY 2017 Proposed Medical Office Building Renton, Washington for Valley Medical Center September 16, 2016 SOILS REPORT 6.0 SPECIAL REPORTS AND STUDIES 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The conveyance system for this project site will be sized in accordance with standards current with the City of Renton with the Final Technical Information Report submitted for this project site. 18092.004.doc 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN (TO BE SUBMITTED LATER) SITE SPECIFIC DATA PROJECT NAME 4249 -VMC MEDICAL OFFICE BUILDING PROJECT LOCA T/ON RENTON, WA STRUCTURE ID TREATMENT REQUIRED 2-YEAR RELEASE RATE (CFS) Fl.OW BASED (CFS) 0.027 TREATMENT HGL AVAILABLE (FT) N/A PEAK BYPASS REQUIRED {CFS) -IF APPLICABLE 0.108 PIPE DATA I.E. MATERIAL DIAMETER INLET PIPES 69.73 CPEP 12" OUTLET PIPE 69.23 CPEP 12" PRETREATMENT 8/0FIL TRA TION DISCHARGE RIM ELEVATION 80.50 80.50 80.50 SURFACE LOAD PARKWAY PARKWAY PARKWAY FRAME & COVER ¢30" ¢30" WETLANDMED!A VOLUME (CY) 1.60 WETLANDMEDIA DELIVERY METHOD PER CONTRACT ORIFICE SIZE (DIA. INCHES) ¢0.79" NOTES: PRELIMINARY, NOT FOR CONSTRUCTION. INSTALLATION NOTES 1. CONTRACTOR TD PROVIDE ALL LABOR, EQUIPMENT, MATERIALS AND INCIDENTALS REQUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE MANUFACTURERS SPECIFICATIONS, UNLESS OTHERWISE STATED IN MANUFACTURERS CONTRACT 2. UNIT MUST BE INSTALLED ON LEVEL BASE MANUFACTURER RECOMMENDS A MINIMUM 6" LEVEL ROCK BASE UNLESS SPECIFIED BY THE PROJECT [NG/NEER. CONTRACTOR IS RESPONSIBLE TO VERIFY PROJECT ENGINEERS RECOMMENDED BASE SPECIFICATIONS. 3. ALL PIPES MUST BE Fl.USH WITH INSIDE SURFACE OF CONCRETE. (PIPES CANNOT INTRUDE BEYOND Fl.USH). INVERT OF OUTFLOW PIPE MUST BE FLUSH WITH DISCHARGE CHAMBER FLOOR. ALL GAPS AROUND PIPES SHALL BE SEALED WATER TIGHT WITH A NON-SHRINK GROUT P[R MANUFACTURERS STANDARD CONNECTION DETAIL AND SHALL MEET OR EXCEED REGIONAL PIPE CONNECTION STANDARDS. 4. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. 5. CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS, MANHOLES, AND HATCHES. CONTRACTOR TO GROUT ALL MANHOLES AND HATCHES TO MATCH FINISHED SURFACE UNLESS SPECIFIED OTHERWISE 6 DRIP OR SPRAY /RR/GA TION REQUIRED ON ALL UN!TS WITH VEGETATION. GENERAL NOTES 1. MANUFACTURER TO PROVIDE ALL MATERIALS UNLESS OTHERWISE NOTED. 2. ALL DIM[NSIONS, ELEVATIONS, SP£C!FICATIONS AND CAPACITIES AR[ SUBJECT TO CHANGE FOR PROJECT SPECIFIC DRAWINGS DETAILING EXACT DIMENSIONS, W[!GHTS AND ACCESSORIES PLEASE CONTACT MANUFACTURER. INLET PIPE SEE NOTES PRE-Film? . llfJIA._' :_··.,c:::·,v,m,\--~, •:JJA CARTRIDGE -:---rnrT'-~~ ~,r---- wmANDU£DIA 8£0 PLAN VIEW ?~~ ?~~ ~~ °" ~ ~ .MZ22Z cl~, 1 ~ ~ --1 - 0) K . "" ---5•.:.4•---i ---1·-2·--- ELEVA TION VIEW INTERNAL BYPASS DISCLOSURE: ~°" I ... ~ 77.90 ~ c:, .I "" I rrr& ".YYl I bi I ~f J r II\= --; I··-· ·.::-·- RIGHT END VIEW PIIETREA TMENT/0/SCHAHGE THE DESIGN AND CAPACITY OF TH£ PEAK CONVEYANCE METHOD TO BE REVIEWED AND APPROVED BY THE [NGINffR OF RECORD. HGL(S) AT PEAK FLOW SHALL BE ASSESSED TO ENSURE NO UPSTREAM FLOODING. PEAK HGL AND BYPASS CAPACITY SHOWN ON DRAWING ARE USED FOR GUIDANCE ONLY. TH£ PRODUCT OESCR!BED ~y BE PROTfCTUJ BY ONE OR IJOH£ OF THE FOWJW!NG I.JS PATOOS: 7.425,262; 7,470,J62; 7,674,J78; 8.JOJ.816; 1/fJATED FDllflGN PATfNTS OR O'f'HER PATENTS PtNDINC PROPRIETARY AND CONFIDENTIAL: THE INFORl,IA71QN COf/TAINEI) JN THIS DRAWWG IS THE SOI.£ PROPERTY OF IIODlllAR W£TI.ANDS SYS7DtS. MY REPRO{}UCT/a-1 IN PW OR .45 A ltfil.E WrTl-KXIT TH£ 'M?fTTtN P£RIJISSKW OF l,l(){)f)lAR tITTWIDS SYSmrlS ts PfiOHJ811fD. MODULAR ww,;, Modu o,w..r :'l~d< co~ ·BSS: SMOD ~1 8/0F/LTRA noN 2-YEAR RELEASE RATE (CFS) 0027 OPERA TING HEAD (FT) 26 PRETREATMENT LOADING RATE {GPM/SF) 0.9 WETLAND MEDIA LOADING RATE {GPM/SF) 0.5 MWS-L-4-6.33-V-UG STORM WATER BIOFIL TRA TION SYSTEM STANDARD DETAIL WATER QUALITY CALCULATIONS Duration Comparison Anaylsis Base File: 18092mobpre.tsf New File: 18092mobrdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time--------------Check of Cutoff Base New %Change Probability Base 0.027 0.97E-02 0.68E-02 -30.1 0.97E-02 0.027 0.034 0.64E-02 0.59E-02 -7.9 0.64E-02 0.034 0.042 O.SOE-02 0.53E-02 7.2 0.50E-02 0.042 0. 049 0.37E-02 0.40E-02 6.1 0.37E-02 0.049 0.057 0.29E-02 0.28E-02 -3.9 0.29E-02 0.057 0.064 0.22E-02 0.20E-02 -8.8 0.22E-02 0.064 0. 071 0.15E-02 0.17E-02 12.1 0.15E-02 0. 071 0.079 O.lOE-02 O.llE-02 4.8 0.lOE-02 0.079 0.086 0.62E-03 0.57E-03 -7.9 0.62E-03 0.086 0.094 0.34E-03 0.24E-03 -28.6 0.34E-03 0.094 0.101 0.21E-03 0.65E-04 -69.2 0.21E-03 0.101 0.109 0.16E-03 0 .OOE+OO -100.0 0.16E-03 0.109 0. ll6 0.98E-04 0 .OOE+OO -100.0 0.98E-04 0. ll6 0.124 0.16E-04 0 .OOE+OO -100.0 0.16E-04 0.124 Maximum positive excursion= 0.002 cfs 5.8%) occurring at 0.040 cfs on the Base Data:18092mobpre.tsf and at 0.042 cfs on the New Data:18092mobrdout.tsf Maximum negative excursion= 0.006 cfs (-19.9%) occurring at 0.033 cfs on the Base Data:18092mobpre.tsf and at 0.026 cfs on the New Data:18092mobrdout.tsf Tolerance------- New %Change 0.026 -3.5 0.028 -18.9 0.044 4.5 0.051 3.2 0.056 -1. 3 0.061 -4 . 2 0.074 3.6 0.080 1.4 0.086 -0.9 0.091 -3.5 0. 096 -5.1 0.098 -10.2 0.100 -13. 6 0.102 -17.2 Flow Duration from Time Series File:18092mobrdout.tsf Cutoff Count Frequency CDF Exceedence~Probability CFS % % % 0.002 0.004 0.007 0.010 0. 013 0.016 0.019 0.022 0.024 0.027 0.030 0.033 0.036 0.039 0.041 0.044 0.047 0.050 0.053 0.056 0.059 0.061 0.064 0.067 0.070 0.073 0.076 0.079 0.081 0.084 0.087 0.090 0.093 0. 096 0.098 0.101 24934 7328 6529 4687 5316 4442 3322 1639 1 754 962 32 6 12 6 24 32 31 31 21 33 26 19 11 9 8 8 14 14 13 10 14 10 6 3 5 5 40.662 11.950 10.647 7.644 8.669 7.244 5.417 2.673 2.860 1.569 0.052 0.010 0.020 0.010 0.039 0. 052 0.051 0.051 0.034 0.054 0.042 0.031 0.018 0.015 0. 013 0. 013 0.023 0.023 0.021 0.016 0.023 0.016 0.010 0.005 0.008 0.008 40.662 52. 613 63.260 70.903 79.573 86.817 92.234 94.907 97.767 99.336 99.388 99.398 99.418 99.428 99. 4 6 7 99.519 99.569 99.620 99.654 99.708 99.750 99.781 99.799 99.814 99.827 99. 84 0 99.863 99.886 99.907 99.923 99.946 99. 962 99.972 99.977 99.985 99.993 59.338 47.387 36.740 29.097 20.427 13 .183 7.766 5.093 2.233 0.664 0.612 0.602 .582 .572 0.533 0.481 0.431 0.380 0.346 0.292 0.250 0. 219 0.201 0.186 0.173 0.160 0.137 0.114 0.093 0.077 0.054 0.038 0.028 0.023 0.015 0.007 0.593E+OO 0.474E+OO 0.367E+OO 0.291E+OO 0.204E+OO 0. 132E+OO 0.777E-01 0.509E-Ol 0.223E-01 0.664E-02 0. 612E-02 0.602E-02 0.582E-02 0. 572E-02 0.533E-02 0.481E-02 0.431E-02 0.380E-02 0.346E-02 0.292E-02 0.250E-02 0.219E-02 0.201E-02 0.186E-02 0.173E-02 0.160E-02 0.137E-02 0 .114E-02 0.93DE-03 0.766E-03 0.538E-03 0.375E-03 0.277E-03 0.228E-03 0.147E-03 0.652E-04 Flow Duration from Time Series File,18092mobpre.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.027 60735 99. 046 99.046 0.954 0.954£-02 0.030 119 0 .194 99.240 0.760 0.760£-02 0.034 68 0 .111 99 .351 0.649 0.649£-02 0.037 44 0.072 99.423 0.577 0.577£-02 0.041 37 0.060 99.483 0.517 0.517£-02 0.044 38 0.062 99.545 0.455 0.455£-02 0.047 35 0.057 99.602 0. 3 98 0.398£-02 0.051 29 0.047 99.649 0.351 0.351£-02 0.054 23 0.038 99 .687 0. 313 0 . 313£-02 0.058 21 0. 034 99. 721 0.279 0.279£-02 0.061 17 0.028 99. 749 0.251 0.251£-02 0.064 19 0.031 99 .780 0.220 0.220£-02 0.068 22 0.036 99.816 0.184 0.184£-02 0. 071 20 0.033 99.848 0.152 0.152£-02 0.075 13 0.021 99.870 0 .130 0.130£-02 0.078 13 0.021 99.891 0.109 0.109£-02 0.081 15 0.024 99.915 0.085 0.848£-03 0.085 10 0.016 99.932 0.068 0.685£-03 0.088 9 0.015 99.946 0.054 0.538£-03 0. 092 8 0. 013 99.959 0.041 0.408£-03 0.095 7 0. 011 99.971 0. 029 0.294£-03 0.098 2 0.003 99.974 0.026 0.261£-03 0.102 3 0.005 99.979 0.021 0.212£-03 0.105 2 0.003 99.982 0.018 0.179£-03 0.109 1 0.002 99.984 0.016 0.163£-03 0 .112 1 0.002 99.985 0.015 0.147£-03 0 .115 2 0.003 99.989 0. 011 0.114£-03 0 .119 3 0.005 99.993 0.007 0.652£-04 0.122 3 0.005 99.998 0.002 0.163£-04 0.126 1 0.002 100.000 0.000 O.OOOE+OO 0.129 0 0.000 100.000 0.000 O.OOOE+OO 0.132 0 0.000 100.000 0.000 O.OOOE+OO 0 .136 0 0.000 100.000 0.000 0.000E+OO 0.139 0 0.000 100.000 0.000 O.OOOE+OO 0.143 0 0.000 100.000 0.000 O.OOOE+OO 0.146 0 0.000 100.000 0.000 0.000E+OO 0.101 0.21E-03 0.65E-04 -69.2 0.21E-03 0.101 0.109 0.16E-03 O.OOE+OO -100.0 0.16E-03 0.109 0 .116 0. 98E-04 O.OOE+OO -100.0 0.98E-04 0 .116 0.124 0.16E-04 O.OOE+OO -100.0 0.168-04 0.124 Maximum positive excursion= 0.002 cfs 5.8%} occurring at 0.040 cfs on the Base Data:18092mobpre.tsf and at 0.042 cfs on the New Data:18092mobrdout.tsf Maximum negative excursion= 0.006 cfs (-19.9%) occurring at 0.033 cfs on the Base Data:18092mobpre.tsf and at 0.026 cfs on the New Data:18092rnobrdout.tsf 0. 096 -5.1 0.098 -10.2 0.100 -13.6 0.102 -17.2 CFS % % % 0.002 24934 40.662 40.662 59.338 0.593E+OO 0.004 7328 11. 950 52. 613 47.387 0.474E+OO 0.007 6529 10.647 63.260 36.740 0.367E+OO 0.010 4687 7.644 70.903 29.097 0.291E+OO 0. 013 5316 8.669 79.573 20.427 0.204E+OO 0.016 4442 7.244 86.817 13 .183 0 .132E+OO 0.019 3322 5.417 92 .234 7.766 0.777E-01 0.022 1639 2.673 94 .907 5.093 0.509E-01 0.024 1754 2.860 97 .767 2.233 0.223E-01 0.027 962 1.569 99 .336 0.664 0.664E-02 0.030 32 0.052 99.388 0.612 0.612E-02 0.033 6 0.010 99. 398 0.602 0.602E-02 0.036 12 0.020 99. 418 0 .582 0.582E-02 0.039 6 0.010 99.428 0.572 0.572E-02 0. 041 24 0. 039 99.467 0.533 0.533E-02 0.044 32 0.052 99.519 0. 481 0.481E-02 0.047 31 0.051 99.569 0 . 431 0.431E-02 0.050 31 0.051 99.620 0.380 0.380E-02 0.053 21 0. 034 99.654 0.346 0.346E-02 0.056 33 0.054 99.708 0. 292 0.292E-02 0.059 26 0.042 99.750 0. 250 0.250E-02 0.061 19 0.031 99.781 0. 219 0.219E-02 0.064 11 0.018 99.799 0.201 0.201E-02 0.067 9 0.015 99.814 0.186 0.186E-02 0.070 8 0. 013 99.827 0.173 0.173E-02 0.073 8 0. 013 99.840 0.160 0.160E-02 0.076 14 0.023 99.863 0.137 0.137E-02 0.079 14 0.023 99.886 0 .114 0 .114E-02 0.081 13 0.021 99 .907 0.093 0.930E-03 0.084 10 0.016 99.923 0.077 0.766E-03 0.087 14 0.023 99.946 0.054 0.538E-03 0.090 10 0.016 99.962 0.038 0.375E-03 0.093 6 0.010 99.972 0.028 0.277E-03 0. 096 3 0.005 99.977 0.023 0.228E-03 0.098 5 0.008 99.985 0.015 0.147E-03 0.101 5 0.008 99.993 0.007 0.652E-04 Duration Comparison Anaylsis Base File, 18092mobpre.tsf New File, 18092mobrdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time--------------Check of Tolerance------- Cutoff Base New %Change Probability Base New %Change 0 .027 0.97E-02 0.68E-02 -30.1 0.97E-02 0.027 0.026 -3.5 0 .034 0.64E-02 0.59E-02 -7.9 0.64E-02 0.034 0.028 -18.9 0 .042 0.50E-02 0.53E-02 7.2 O.SOE-02 0.042 0.044 4.5 0 . 049 0.37E-02 0.40E-02 6.1 0.37E-02 0.049 0.051 3.2 0.057 0.29E-02 0.28E-02 -3.9 0.29E-02 0.057 0.056 -1. 3 0.064 0. 22E-02 0.20E-02 -8.8 0.22E-02 0.064 0.061 -4. 2 0. 071 0. 15E-02 0.17E-02 12.1 0.15E-02 0. 071 0.074 3.6 0.079 0. lOE-02 0. llE-02 4.8 0.lOE-02 0.079 0.080 1.4 0.086 0. 62E-03 0.57E-03 -7.9 0.62E-03 0.086 0.086 -0.9 0.094 0.34E-03 0.24E-03 -28.6 0.34E-03 0.094 0.091 -3.5 8.50 78. 50 39882. 0.916 8.60 78.60 40351. 0.926 8. 70 78.70 40820. 0.937 8.80 78.80 41290. 0. 948 8.90 78.90 41759. 0.959 9.00 79.00 42228. 0. 969 9.10 79.10 42697. 0.980 9.20 79.20 43166. 0.991 9.30 79.30 43636. 1.002 9.40 79. 40 44105. 1. 013 Hyd Inflow Outflow Peak Target Cale Stage Elev 0 .85 ******* 0 .11 6.94 76.94 2 0 .43 0.12 0.10 6.60 76.60 3 0 .61 ******* 0.09 5.65 75.65 4 0 .51 ******* 0.09 5.67 75.67 0 .46 ******* 0.06 4.55 74.55 6 0. 37 ******* 0 .03 4.01 74 .01 7 0. 32 ******* 0. 03 3.97 73 .97 8 0.42 ******* 0 .02 2.86 72 .86 Route Time Series through Facility Inflow Time Series File:18092mobdev.tsf Outflow Time Series File:18092mobrdout Inflow/Outflow Analysis 3.910 0.00 4.100 0.00 4 .270 0.00 4.440 0.00 4.610 0.00 4.770 0.00 4.920 0.00 5.070 0.00 5 . 210 0.00 5 .350 0.00 Storage (Cu-Ft I (Ac-Ft) 32583. 0.748 30950. 0. 711 26531. 0.609 26596. 0. 611 21357. 0. 490 1882 5. 0.432 18644. 0.428 13406. 0.308 Peak Inflow Discharge: 0.848 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.108 CFS at 15:00 on Jan 9 in Year 8 Peak Reservoir Stage: 6.94 Ft Peak Reservoir Elev: 76.94 Ft Peak Reservoir Storage: 32583. Cu-Ft 0.748 Ac-Ft Flow Frequency Analysis Time Series File:18092mobrdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0 .102 2 2/09/01 20:00 0. 027 6 1/07/02 4:00 0.086 3 3/06/03 22:00 0.022 8 8/26/04 8:00 0.026 7 1/08/05 5: 00 0.059 5 1/18/06 23 :00 0.086 4 11/24/06 8: 00 0.108 1 1/09/08 15: 00 Computed Peaks -----Flow Frequency Analysis-- --Peaks --Rank Return (CFS) I ft) Period 0.108 6.94 1 100.00 0.102 6.61 2 25.00 0.086 5.67 3 10.00 0.086 5.65 4 5.00 0.059 4.55 5 .00 0.027 4.01 6 2.00 0.026 3.98 7 1. 30 0.022 2.86 8 1.10 0.106 6.83 50.00 Flow Duration from Time Series File:18092mobrdout.tsf Cutoff Count Frequency CDF Exceedence Probability Prob 0.990 0. 960 0.900 0.800 0.667 0. 500 0.231 0.091 0.980 2.86 72.86 13419. 0.308 0.022 0.00 2.99 72.99 14 02 9. 0.322 0.023 0.00 3.12 73 . 12 14639 . 0.336 0.023 0.00 3.24 73.24 15202. 0. 349 0.024 0.00 3.37 73.37 15812. 0.363 0.024 0.00 3.50 73.50 16422. 0.377 0.025 0.00 3.62 73 . 62 16985 . 0.390 0.025 0.00 3.75 73 .75 17595. 0.404 0.025 0.00 3.88 73 .88 18205. 0.418 0.026 0.00 4.00 74 .00 18768. 0.431 0.026 0.00 4.01 74 . 01 18815 . 0.432 0.027 0.00 4.03 74.03 18909. 0.434 0.028 0.00 4. 04 74.04 18956. 0.435 0.029 0.00 4.05 74.05 19003. 0.436 0.032 0.00 4.07 74.07 19096. 0.438 0.035 0.00 4.08 74.08 19143. 0.439 0.038 0.00 4.09 74.09 19190. 0.441 0.039 0.00 4.10 74.10 19237. 0.442 0. 040 0.00 4.23 74.23 19847. 0 .456 0.047 0.00 4.36 74. 36 20457. 0 .470 0.053 0.00 4.49 74.49 21067. 0 .484 0.057 0.00 4.61 74.61 21630. 0. 497 0.061 0.00 4.74 74.74 22240. 0. 511 0.065 0.00 4.87 74.87 22850. 0. 525 0.068 0.00 4.99 74.99 23413. 0.537 0. 072 0.00 5.12 75.12 24023. 0.551 0.075 0.00 5.25 75.25 24633. 0.565 0.077 0.00 5.38 75.38 25243. 0.579 0.080 0.00 5.50 75.50 25806. 0.592 0.083 0.00 5.63 75.63 26416. 0.606 0.085 0.00 5.76 75.76 27026. 0. 620 0.088 0.00 5.88 75.88 27589. 0.633 0.090 0.00 6.01 76.01 28199. 0.647 0.092 0.00 6.14 76.14 28809. 0. 661 0.095 0.00 6.27 76.27 29419. 0.675 0.097 0.00 6.39 76.39 29982. 0.688 0.099 0.00 6.52 76.52 30592. 0.702 0.101 0.00 6.65 76.65 31202. 0. 716 0.103 0.00 6.77 76.77 31765. 0. 729 0.105 0.00 6.90 76.90 32375. 0.743 0.107 0.00 7.03 77.03 32 98 5. 0.757 0.109 0.00 7.16 77.16 33595. 0.771 0 .110 0.00 7.28 77.28 34158. 0.784 o .112 0.00 7.41 77.41 34768. 0.798 0 .114 0.00 7.50 77.50 35190. 0.808 0 .115 0.00 7.60 77.60 35659. 0.819 0.425 0.00 7.70 77.70 36128. 0.829 0.989 0.00 7.80 77.80 36598. 0.840 1. 720 0.00 7.90 77.90 37067. 0.851 2.510 0.00 8.00 78.00 37536. 0.862 2.800 0.00 8.10 78.10 38005. 0.872 3.050 0.00 8.20 78.20 38474. 0.883 3. 290 0.00 8.30 78.30 38944. 0.894 3.510 0.00 8.40 78.40 3 9413. 0.905 3. 710 0.00 Retention/Detention Facility Type of Facility: Detention Vault Facility Length: Facility Width: Facility Area: Effective Storage Depth: Stage O Elevation: Storage Volume: Riser Head: Riser Diameter: Number of orifices: Orifice# 1 2 Height (ft) 0.00 4.00 204.00 23.00 4692. 7.50 70.00 35190. 7 .50 12 .00 2 Diameter linl 0.70 l. 25 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage ft ft sq. ft ft ft cu. ft ft inches Full Head Pipe Discharge (CFS) 0.036 0.079 Diameter (in) 4.0 Discharge Percolation (ft) (ft) (cu. ft) lac-ft) (cfs) (cfs) 0 .00 70.00 0. 0.000 0.000 0.00 0.01 70.01 47. 0.001 0.002 0.00 0.02 70.02 94. 0.002 0.002 0.00 0.03 70.03 141. 0.003 0.002 0.00 0.04 70.04 188. 0.004 0.003 0.00 0.05 70.05 235. 0.005 0.003 0.00 0.06 70.06 282. 0.006 0.003 0.00 0.07 70.07 328. 0.008 0.003 0.00 0.19 70.19 892. 0.020 0.006 0.00 0 .32 70.32 1501. 0.034 0.007 0.00 0 . 45 70.45 2111. 0.048 0.009 0.00 0. 57 70.57 2674. 0.061 0.010 0.00 0 .70 70.70 3284. 0.075 0. 011 0.00 0.83 70.83 3894. 0.089 0.012 0.00 0. 96 70. 96 4504. 0 .103 0. 013 0.00 l. 08 71. 08 5067. 0 .116 0.014 0.00 l. 21 71.21 5677. 0 .130 0.014 0.00 1.34 71. 34 6287. 0.144 0.015 0.00 1. 46 71. 46 6850. 0.157 0.016 0.00 1.59 71. 59 7460. 0 .171 0.017 0.00 1.72 71.72 8070. 0.185 0.017 0.00 1. 84 71.84 8633. 0.198 0.018 0.00 1.97 71.97 9243. 0.212 0.018 0.00 2 .10 72.10 9853. 0.226 0.019 0.00 2.23 72. 23 10463. 0. 240 0.020 0.00 2.35 72.35 11026. 0.253 0.020 0.00 2.48 72.48 11636. 0.267 0.021 0.00 2.61 72.61 12246. 0.281 0.021 0.00 2.73 72.73 12809. 0.294 0.022 0.00 Flow Frequency Analysis Time Series File:18092mobrdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks --Rank Return Prob (CFS} (CFS) (ft) Period 0.102 2 2/09/01 20:00 0.108 6.94 1 100.00 0.990 0.027 6 1/07/02 4:00 0.102 6.61 2 25.00 0.960 0.086 3 3/06/03 22:00 0.086 5.67 3 10.00 0.900 0.022 8 8/26/04 8:00 0.086 5.65 4 5.00 0.800 0.026 7 1/08/05 5:00 0.059 4.55 5 3.00 0.667 0.059 5 1/18/06 23:00 0.027 4.01 6 2.00 0.500 0.086 4 11/24/06 8:00 0.026 3.98 7 1. 30 0.231 0.108 1 1/09/08 15:00 0.022 2.86 8 1.10 0.091 Computed Peaks 0.106 6.83 50.00 0.980 Flow Frequency Analysis Time Series File:18092mobdev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak -Peaks Rank Return Prob (CFS) (CFS) Period 0.429 6 2/09/01 2:00 0. 848 1 100.00 0.990 0.368 8 1/05/02 16:00 0 .610 2 25.00 0.960 0.517 3 12/08/02 18:00 0. 517 10.00 0.900 0 .419 7 8/26/04 2:00 0. 500 4 5.00 0.800 0 .500 4 10/28/04 16:00 0 .458 5 3.00 0.667 0 .458 5 1/18/06 16:00 0 .429 6 2.00 0.500 0 .610 2 10/26/06 0:00 0 .419 1. 30 0.231 0 . 818 1 1/09/08 6:00 0 . 368 1. 10 0.091 Computed Peaks 0.769 50.00 0.980 Flow Frequency Analysis Time Series File:18092mobpre.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS} 0.124 2 2/09/01 18:00 0.033 7 1/06/02 3:00 0.092 4 2/28/03 3:00 0.004 8 3/24/04 20:00 0.054 6 1/05/05 8:00 0.095 3 1/18/06 21:00 0.080 5 11/24/06 4:00 0.158 1 1/09/08 9:00 Computed Peaks -----Flow Frequency Analysis------- --Peaks Rank Return Prob !CFS} Period 0.158 1 100.00 0.990 0.124 2 25.00 0. 960 0.095 3 10.00 0.900 0.092 4 5.00 0.800 0.080 5 3.00 0.667 0.054 6 2.00 0.500 0.033 7 1.30 0.231 0.004 8 1.10 0. 091 0.147 50.00 0.980 Total Area 1.96 acres Peak Discharge: 0.848 CFS at 6:00 on Jan 9 in Year B Storing Time Series File:18092mobdev.tsf Time Series Computed KCRTS Command Enter the Analysis TOOLS Module Analysis Tools Command Compute PEAKS and Flow Frequencies Loading Stage/Discharge curve:18092mobdev.tsf Flow Frequency Analysis Time Series File:18092mobdev.tsf Project Location:Sea-Tac Frequencies & Peaks saved to File:18092mobdev.pks Analysis Tools Command Compute Flow DURATION and Exceedence Loading Time Series File:18092mobpre.tsf Computing Flow Durations Durations & Exceedence Probabilities to File:18092mobtarget.dur Analysis Tools Command RETURN to Previous Menu KCRTS Command Size a Retention/Detention FACILITY Edit Facility Loading Time Series File:18092mobdev.tsf Time Series Found in Memory:18092mobdev.tsf Saving Retention/Detention Facility File:18092mobstream.rdf Starting Documentation File:P:\18000s\18092\engineering\kcrts\18092mobstream.do Time Series Found in Memory:18092mobdev.tsf Edit Complete Retention/Detention Facility Design Saving Retention/Detention Facility File:18092mobstream.rdf Starting Documentation File:P:\18000s\18092\engineering\kcrts\18092mobstream.do Time Series Found in Memory:18092mobdev.tsf KCRTS Command CREATE a new Time Series Production of Runoff Time Series Project Location : Sea-Tac Computing Series 18092mobpre.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File v/ 1'11 c::, -/f1 o 17 /O-f-!CP L e.,/d Z--r-c... Loading Time Series File:C:\KC_SWDM\KC_DATA\STTF60R.rnf Till Forest 1. 96 acres Total Area 1.96 acres Peak Discharge: 0.158 CFS at 9:00 on Jan 9 in Year 8 Storing Time Series File:18092mobpre.tsf Time Series Computed KCRTS Command Enter the Analysis TOOLS Module Analysis Tools Command Compute PEAKS and Flow Frequencies Loading Stage/Discharge curve:18092mobpre.tsf Flow Frequency Analysis Time Series File:18092mobpre.tsf Project Location:Sea-Tac Frequencies & Peaks saved to File:18092mobpre.pks Analysis Tools Command RETURN to Previous Menu KCRTS Command CREATE a new Time Series Production of Runoff Time Series Project Location : Sea-Tac Computing Series 18092mobdev.tsf Regional Scale Factor : 1. 00 Data Type : Reduced Creating Hourly Time Series File Till Grass Impervious Loading Time Series File:C:\KC_SWDM\KC_DATA\STTG60R.rnf 0.30 acres Loading Time Series File:C:\KC_SWDM\KC_DATA\STEI60R.rnf 1.66 acres " f / I l a: l' / l 1: i .• eo·o 90-0 ttro 0 0 ,., 0 Ql " C: Q) ! UJ ~ ;; "' .0 e a. ".' ~~ 8 w·o 'Pa"i~ · Flow ~r~1,1"ncy · K(RT'S '"' fii u.. S2. ., Cl to £ "' i5 2 1 :··.u=1)111tit11·.~u.,r p~-, 1n Sf!c~ T ,~\ • 18092mobpre pks Return Period 5 10 20 50 100 • 10-,3---------------------------------~R~-=======~.=~------..------~·-------• • • 00 10-2 • ,o-i---'---~---------~----------------~---------------~----------.---~ 1 5 10 20 30 40 50 60 70 80 90 95 98 99 Cumulative Probab,hty I'~' -\\ ~ I ::S "::---~ ~-+ ~ }' ~ (\ ~ ~'--'}) ~ ~ ~ . I' FLOW CONTROL CALCULATIONS FLOW CONTROL AND WATER QUALITY SIZING CRITERIA Pre-Developed: Till Forest Developed: Porous concrete sidewalk model as 50% till grass and 50% impervious Remaining landscaping therefore Total Tillgrass = 0.06 + 0.24 Impervious Total developed site 1.96 acres 0.12 acre 0.06 acre 0.06 acre 0.24 acre 0.30 acre 1.66 acres 1.96 acres 18092.004.doc FLOW CONTROL AND WATER QUALITY SIZING CRITERIA 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology Since the City has indicated that Conservation Flow Control is the required flow control menu to be followed for this site, the pre-developed condition regardless of the existing land cover must be modeled as till forest. However, there are portions of the existing pre-developed conditions that consist of impervious surface as well as landscape areas. These will all be ripped out with new impervious surface to replace most of the existing development on the site. B. Developed Site Hydrology The total area of contributing development to the detention vault proposed for this project site is 1.96 acres, of which 0.12 acres of porous concrete sidewalk will be modeled as 50% till grass and 50% impervious, for a grand total of 0.30 acres of landscaping proposed for this project. In addition, the remaining area of 1.66 acres will be considered impervious surface. C. Performance Standards The area-specific flow control facility standard determined from the City of Renton is Conservation Flow Control. The conveyance system capacity standard for this development will be the Modified Rational Method as adopted by the City of Renton. The area-specific water quality treatment menu to be followed for this project site is the Enhanced Water Quality Menu which is met with a modular wetland system. D. Flow Control System Please refer to the illustrated sketch of the flow control facility on the following pages of this report as well as the flow control calculations consisting of computer print outs. E. Water Quality System Please refer to the illustrated sketch of the proposed water quality facility located on the following pages of this report. This illustrative sketch shows the calculations and sizing requirements that are being provided for this project by a modular wetland system. 18092.004 doc 4 .0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Property Layers P arcels Environmentally Sensitive Areas Eroson hazard (1990 S AO) Seismc hazard (1990 SAO) IS:! Lanrnli de hazard (1990 SAO) D REFERENCE : King County iMAP (2016) HonLontal N. T.S. Vertical NI A 18215 72ND AVENUE SOUTH KENT. WA 98032 For: Coal n, ine hazard (1990 SAO) Shea11 (1990SAO) class 1 class 2 perennial c lass 2 salrnonid c lass 3 unclassified Wetl and (1990 SAO) D Valley Medical Office Bui lding Renton , Washington (4,o) ,51-o,u Titl e: (425) 251-8782 CIVIL ENG!NEERING. LAND PLANNING. SURVEYI NG EN VIRONMENTAL SERVICES P l 18000s\180921exhrbit \graphtc s ,18092 sens cdr SENSITIVE AREAS MAP Job Num ber 18092 ~10/0$/16 SENSITIVE AREAS MAP a OF KEJ\T \ \ \ \ \ \ NOTE: MAP AREA SHOWN ON THIS PANEL IS LOCATED I I TOWNSHIP 23 NORTH, RANGE 5 EAST. I \ I ;-1 I I ! -~1 I , I I t---~ I CIT D KJ;>,;G COl1l\TY U,l'.\CORPORATED ARE 530071 ZONE X LEGEND OTHER AREAS ZONf X ~ 6ett<m·1'HI 1~ tx-"'"'°"' SOO-~" /l,.,.,dp.a,n REFERENCE: Federal Emergency Management Agency (Portion of Map 53033C0979 F, May 1995) Scale Honzont<JI N. T.S. Vertical NIA 18215 72ND AVENUE SOUTH KENT, WA 98032 (420) 201-622£ (425) 251-8782 CIVIL ENGINEERING. LAND PLANNING SURVEYING. ENVIRONMENTAL SERVICES P 118000s\ 1B092\exh1bit\graph1cs118092 fema.cdr For: Valley Medical Office Building Renton, Washington Title: FEMAMAP Job Number 18092 DATE: 10/05/16 FEMAMAP a MEDIC L CENTER CAMP BS P EY MEDICAL CENTER TH CAMPUS B.S P AREA OF "'<:..e WORK REFERENCE: King County Department of Assessments (Dec. 2011) Scale. Honzontal N. T.S. Vertical NIA 18215 72ND AVENUE SOUTH KENT, WA 98032 (42oJ 201-022< (425) 251-8782 CIVIL ENGINEERING. LAND PLANNING SURVEY/NG. ENVIRONMENTAL SERVICES P 118000sl.18092iexh1bmgraph1cs\ 18092 amap. cdr For: Valley Medical Office Building Renton, Washington Title: ASSESSOR MAP Job Number 18092 DATE: 10105116 ASSESSOR MAP 3.0 OFF-SITE ANALYSIS This project is part of an overall development which is being redeveloped with the addition of a new medical office building, thereby removing and replacing some areas of impervious surface in addition to landscaped areas with new impervious surface. The ultimate discharge location for this project site is into Panther Creek located northerly from the project site; however, runoff from this project site will be treated through a modular wetland system and discharged to the northwest down a drive aisle which courses westerly through the Valley Medical Center development, ultimately draining into a biofiltration swale for additional water quality treatment prior to discharge to Panther Creek which courses for over one (1) mile due north through the Panther Creek wetland area of the City of Renton. The ultimate discharge location for this project site is the Green River several miles downstream from the project site. There is no upstream basin contributing runoff to this area of the project site. 18092 004 doc 3.0 OFF-SITE ANALYSIS 2.2 Analysis of the Five Special Requirements Special Requirement No. 1: Other Adopted Area-Specific Requirements. Response: There are no known other adopted area-specific requirements applicable to this area of the City of Renton area required to the best of our knowledge. Special Requirement No. 2: Flood Hazard Area Delineation. Response: This project is not located in a flood hazard area as the site is over 30 feet higher in elevation than Panther Creek lying northerly of the project site. Panther Creek never would overtop that ravine to flood this project. Special Requirement No. 3: Flood Protection Facilities. Response: This project does not rely on an existing flood protection facility nor does it propose to modify or construct a new flood protection facility; therefore, this Special Requirement does not apply. Special Requirement No. 4: Source Control. Response: This project will provide Source Control in accordance with the King County pollution prevention manual and King County Code Section 9.12 such that the owner will be educated about the proper use of pesticides and fertilizers and the parking lot will be swept on a regular basis. Special Requirement No. 5: Oil Control. Response: This project does not meet the requirements for a high-use site, therefore oil control is not a requirement for this project site. 18092.004.doc 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Eight Core Requirements Core Requirement No. 1: Discharge at the Natural Location. Response: This site will continue to discharge to the west down a drive aisle through a pipe conveyance system previously sized for the runoff from this area without detention; however, detention will be provided. Core Requirement No. 2: Off-Site Analysis. Response: Please refer to Section 3.0 of this report for the Off-Site Analysis prepared for this project site. Core Requirement No. 3. Flow Control. Response: Per City of Renton requirements for this area of the City of Renton Conservation Flow Control, also known as Level 2 Flow Control is the requirement for this project utilizing a pre-developed condition of till forest for the entire area being developed. This is the methodology selected for this project. Core Requirement No. 4: Conveyance System. Response: With the Final Technical Information Report prepared for this project the conveyance system will be sized and designed at that time. Core Requirement No. 5: Erosion and Sediment Control. Response: This project will concur with all erosion and sediment control requirements of the 2009 King County Surface Water Design Manual as amended and adopted by the City of Renton per their requirements. Core Requirement No. 6: Maintenance and Operations. Response: This project will provide a Maintenance and Operations Manual consistent with the City of Renton requirements with the Final Technical Information Report prepared for this project. Core Requirement No. 7: Financial Guarantees and Liability. Response: This project will concur with all financial guarantees and liabilities requirements of the City of Renton for projects of this nature. Core Requirement No. 8: Water Quality. Response: This project is providing a modular wetland system which has Department of Ecology approval for General Use Level Designation for Enhanced, Basic, and Phosphorus Water Quality treatment capabilities. This is more than the requirement of Enhanced Water Quality that the City of Renton has adopted for this area. 18092 004 doc 2.0 CONDITIONS AND REQUIREMENTS SUMMARY REF ERENCE · US DA . Natural Resources Conservation Service Scale Horizoll/al N. T.S. Vcrt ,c al NIA 18215 72 N D AVENUE SOUTH KENT. WA 98032 (4,o) ,o1-ti,U (425) 251-8782 CIVIL ENGINEERING. LANO PLAN'IING SURVEYlr-.G ENVI RO NMENTAL SER VICE S P I fWOOs, 1 BD9? exhibit graphics 18092 so,1 cdr ~ AgC = Alde rw ood gravell y sandy loam. 8-15% slopes Fo r: Valley Medical Office Buildi ng Renton , Wash ington Title .· SOIL SURVEY MAP Joo Number 18092 DATE ·0105 11 6 FIGURE 4 SOILS f-- f-- f-- ~k t d U1 U1 I CL CL CL, a:~; ~~z ~ 2 .{E'~ ~l:l~ ~ I~~; ~ cnt5· <( § !z > !!! 0 t:,.,z Oo >-E-, ~~ g Uec:: f ~t J I ii: r lo ,;_@" i~ ~ ~: f ! ): xi ~ ~ ! g _.- ~ - ~--.__ :i 15 JO yo r1i,1w \.,ws, ;;I , ··~ t,o· CONCEPTUAL GRADING , STORM DRAINAGE AND UTILITY PLAN 'I (), (:)11 ;,, 011 F ,':~" ~. >111 c,R ,:J,t .~)~ :\~ ,·:'.,,s. ,:..""' ;,; EJ<lSWCl 8CI..DNG ' ,,: ~ -~-, [ ~ 1[615i(l,"l;IIPM!,W) ip~'Jif :/~ Ji•~ I , -l·J'·., .•. "'-:.zt,,m· ii, _ / '1:' 'i!' // "ll /!v.,. --'I" •:· .. / ; 'i! ,, -. '-:,-r ,: "--. ,:k< ,, 1-j- jf 1°':"' , ·a..':, . Ii /Ir ;" ·_ 6.1 ,, ;:".-_ '/ ,t ! ·;· / ,, (J:'1-·. "'1 ... 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'"-:---<-_') ~ ."-... ~_-!/ _// I// ;: ' -_ I f/l-:--1 I It· ./ I· if!·; " ~ CrTY OF RENTON ~~''i/111 ,,1,,1/J// ./11,f I/I HA(/ rlh'' ~ --1 P<RWIT / --v--z. 11£1/TONHOffi ~ • ~":i~~l CONCEPTUAL GRADI NG;-sTORM DRAINAGE AND UTI L ITY PLAN ~' ! 0 • '1,d'"<,.,"r:.1;1<1 C."'t<-'I--------'"·--- oai.--=-=--=--:t § is ~1 ~ rn ~ LL! (.) rn FIGURE 3 DRAINAGE BASINS, SUBBASINS, AND SITE CHARACTERISTICS -n -1' ST SW 1f>TH IT ~ < "' ~ Q ., A. -< ~ i, :? ~ I PUGET w l' ~ ~ DR > ,I ~ < Tukwila {, ;: "' ,,. - "' i '.z IE 164lH IT SW nr,, 5T "01, "' ~ s 'I[; s .,, > C. 0 w " "' J' ~ IE 168TH IT ~ C. >-® > z <( > :::; -;;_ ., .,, I <( > ~ ".:.. 00 l: ~ SW 341H ST w ., 0 f-s "o ~ 1,0 -> ; ,, 'Is " 0 ) -~ <l cf AREA OF 9 SW 39TH ST ,.: IE 176TH IT w i WORK "' SW 41,T IT < 0 , I CARR l'<;J SW 43RD IT SW 4JRD IT l w ~ ~ ;:; ® > > <( < f s ~ i': I w ... :; ;, " > -0 <( "' -~ :,-ii; , 0 IE 192ND IT "' ::,: 11967,-, IT 0 5E i%TH ST >sE 1· ..-,_ " 167 0 I ~ ;! "' - S 200TH ST IE 200TH ST REFERENCE Rand McNally (2016) Scale For: Job Number Honzon/a/ N.T.S. Vert1c:a1 NIA Valley Medical Office Building 18092 c:;,t-lAv 18215 72NDAVENUE SOUTH Renton, Washington ~ KENT, WA 98032 a:, .. 'L (4.!b) ,b1-tiU, Title: 0 . ~ . (425) 251-8782 VICINITY MAP ' 0 \.(, ~ .":~ CIVIL ENGINEERING LAND PLANNING <,..,.._.<.: 1:t,ui1"~t.• SURVEYING. ENVIRONMENTAL SERVICES DATE: 10105116 P 1 eooos 1 18092 ,exh1b11\graph1csi. 18092 vm&p cdr FIGURE 2 SITE LOCATION KING COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTSfTRACTS Part 16 STRUCTURAL ANALYSIS D Drainage Easement ~ Cast in Place Vault D Covenant D Retaining Wall D Native Growth Protection Covenant D Rockery > 4' High D Tract D Structural on Steep Slope D Other D Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I. or a civil 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 knowledge the information provided here is accurate. Sianed/Date 1009 Surface Water Design /\.lanual 11 1.'09 18092.005 .doc KING COUNTY. WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: Treatment BMP: Yes i lt-!g Maintenance Agreement: Yes/ No with whom? Other Drainage Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION 12'.1 Clearing Limits 12'.1 Stabilize Exposed Surfaces 12'.1 Cover Measures D Remove and Restore Temporary ESC Facilities 12'.l Perimeter Protection 12'.1 Clean and Remove All Silt and Debris Ensure 12'.1 Traffic Area Stabilization Operation of Permanent Facilities 12'.1 Sediment Retention 12'.1 Flag Limits of SAO and open space 12'.l Surface Water Control preservation areas D Dewatering Control D Other 12'.1 Dust Control 12'.1 Flow Control Part 14 STORMWATER FACILITY DESCRIPTIONS <Note: Include Facilitv Summarv and Sketch) Flow Control 12'.1 Detention D Infiltration D Regional Facility D Shared Facility D Flow Control BMPs D Other 2009 Surface \.Vater Design Manual Type/Description Water Quality Vault/ Level 2 D Biofiltration D Wetpool D Media Filtration D Oil Control D Spill Control D Flow Control BMPs 12'.1 Other Type/Description MWS 11\/09 1809~.005.doc KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE D Core 2 Offsite Analysis 0 Sensitive/Critical Areas D SEPA 0 Other D D Additional Sheets Attached LIMITATION/ SITE CONSTRAINT Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 8 apply) Discharoe at Natural Location Number of Natural Discharae Locations: I Offsite Analysis Level: [j] / 2 / 3 dated: Flow Control Level: 1 / ~ / 3 or Exemption Number (incl. facility summary sheet) Small Site BMPs Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: Private / Public If Private, Maintenance Lon Reauired: Yes / No Financial Guarantees and Provided: Yes / No Liabilitv Water Quality Type: Basic / Sens. Lake / !Enhanced Basicml / Bog (include facility summary sheet) or Exemption No. Landscaoe Manaaement Plan: Yes / No Special Requirements (as applicable) Area Specific Drainage Type: CDA I SDO I MOP/ BP/ LMP / Shared Fae./~ Requirements Name: Floodplain/Floodway Delineation Type: Major / Minor / Exemption I ~ 100-year Base Blood Elevation (or range): Datum: Flood Protection Facilities Describe: None , Source Control Describe landuse: ] (comm./industrial landuse) Describe any structural controls: 2009 Surface Water Design Manual 111/09 1 son.005.doc KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes I No Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : ~R=e=n=to=n~---------- Special District Overlays:------------------------ Drainage Basin: 2 P~a=n=th=e,_r C,,,__,_,re'-"e_.,_k ________ _ Stormwater Requirements: ----------------------- Part g ONSITE AND ADJACENT SENSITIVE AREAS 0 River/Stream ________ _ 0 Steep Slope ________ _ 0 Lake 0 Erosion Hazard _______ _ 0 Wetlands __________ _ 0 Landslide Hazard ______ _ D Closed Depression _______ _ D Coal Mine Hazard ______ _ D Floodplain-----------0 Seismic Hazard _______ _ D Other ___________ _ 0 Habitat Protection ______ _ o __________ _ Part 10 SOILS Soil Type Slopes Erosion Potential Alderwood Gravelly Sandy Loam 0 High Groundwater Table (within 5 feet) D Sole Source Aquifer 0 Other 0 Seeps/Springs D Additional Sheets Attached 2009 Surface \Vater Design t\.lanual l;J/09 18091.005.doc KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner Valley Medical Center Phone-----------~ Address ------------ Project Engineer --"A"-'1.,_i "'Sa,.,d'-'-r _____ _ Company Barghausen Consulting Engineers. Inc. Phone (425) 251-6222 Part 3 TYPE OF PERMIT APPLICATION D Landuse Services I Subdivision / Short Subd. I UPD BJ Building Services M/F I ICommerciaj I SFR 0 Clearing and Grading D Right-of-Way Use D Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Type of Drainage Review ~/ Targeted (circle): Large Site Date (include revision dates): Date of Final: Part 6 ADJUSTMENT APPROVALS I Part 2 PROJECT LOCATION AND DESCRIPTION Project Name Medical Otlice Building DOES Permit# ---------- Location Township ~2=3~N~--- Range ~5=E~· ____ _ Section ~3~1 _____ _ Site Address NWC -Talbot Road South and South 43rd Street Part 4 OTHER REVIEWS AND PERMITS D DFWHPA 0 COE404 D DOE Dam Safety D FEMA Floodplain D COE Wetlands D Other D Shoreline Management 0 Structural Rockery~-- 0 ESA Section 7 Site Improvement Plan (Engr. Plans) Type (circle one): ~/ Modified I Small Site Date (include revision dates): Date of Final: Type (circle one): Standard I Complex I Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) Date of Approval: 2009 Surface Water Design .\lanual 1'1!09 18092.005.doc FIGURE 1 TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 1.0 PROJECT OVERVIEW The total area of redevelopment on this project site, including new landscape area, totals 1.96 acres, of which 0.12 acres will be porous concrete sidewalk, which will be modeled as 50% till grass, 50% impervious. The remaining landscaping is 0.24 acres, for a total landscaping area of 0.30 acres with total impervious including building and parking of 1.66 acres. The project site is located within the Northeast quarter of Section 31, Township 23 North, Range 5 East, Willamette Meridian, City of Renton, King County, Washington. More particularly, the site lies slightly to the west ofTalbot Road South, north of South 43rd Street, and easterly of SR-167. The project site drains to the west down a drive aisle within an existing pipe conveyance system which is well documented through recent projects having occurred on this drive aisle, and courses through a biofiltration swale at the northwest end of the Valley Medical Center and discharges from that swale into Panther Creek located on the north side of Valley Medical Center. Panther Creek drains northerly from that point through the Panther Creek wetlands area of the City of Renton with an ultimate discharge to Springbrook Creek. For purposes of sizing flow control and water quality, the City of Renton has indicated that Level 2 Flow Control, also known as Conservation Flow Control, is the required means of providing flow control for this project with Enhanced Water Quality being the water quality menu to be followed. The proposal for this development is to provide an underground detention vault sized for the area contributing to it with a pre-developed condition of till forest, a 1.66 acre area of impervious under developed conditions, with 0.30 acre of landscaping, all draining to the detention vault, totaling 1.96 acres. Downstream of the detention vault will be located a modular wetland vault which is a proprietary device with General Use Level Designation for Basic, Enhanced, and Phosphorus Water Quality treatment capabilities through the Department of Ecology. The City of Renton is well aware of the capability of these modular wetland systems as they have recently been reviewed and approved on the Renton Marriott Inn Residence Inn project also located in Renton. At this time this project is seeking SEPA Review determination. With the Final Technical Information Report prepared for this project, the conveyance systems on site will be sized as well as providing a Bond Quantity Worksheet, a Declaration of Covenant. and an Operation and Maintenance Manual. 18092.004 doc 1.0 PROJECT OVERVIEW TABLE OF CONTENTS 1.0 PROJECT OVERVIEW Figure 1 -Technical Information Report (TIR) Worksheet Figure 2 -Site Location Figure 3 -Drainage Basins, Subbasins, and Site Characteristics Figure 4 -Soils 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Core Requirements 2.2 Analysis of the Special Requirements 3.0 OFF-SITE ANALYSIS 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A Existing Site Hydrology B Developed Site Hydrology C. Performance Standards D. Flow Control System E. Water Quality System 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN (TO BE SUBMITIED LATER) 6.0 SPECIAL REPORTS AND STUDIES 7.0 OTHER PERMITS 8.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN ANALYSIS AND DESIGN (TO BE SUBMITIED LATER) 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT (TO BE SUBMITIED LATER) 10.0 OPERATIONS AND MAINTENANCE MANUAL (TO BE SUBMITIED LATER) 18092 004 doc PRELIMINARY TECHNICAL INFORMATION REPORT Proposed Valley Medical Center Medical Office Building Addition Valley Medical Center Complex Renton, Washington Prepared for: Valley Medical Center October 6, 2016 Our Job No. 18092 18215 72ND AVENUE SOUTH KENT. WA 98032 (425) 25Hi222 (425) 251-8782 FAX BRANCH OFFICES• TUMWATER. WA• LONG BEACH, CA• ROSEVILLE. CA• SAN DIEGO. CA www barghausen com 10.0 OPERATIONS AND MAINTENANCE MANUAL An Operations and Maintenance Manual will be prepared with the Final Technical Information Report prepared for this project site. 18092.003.doc 10.0 OPERATIONS AND MAINTENANCE MANUAL (TO BE SUBMITTED LATER} 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT A Bond Quantities Worksheet as well as a Flow Control and Water Quality Facility Summary Sheet and sketch and a Declaration of Covenant if these are required will be provided for this project site with the Final Technical Information Report prepared for this project. 18092.003.doc 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATIONS OF COVENANT {TO BE SUBMITTED LATER) 8.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN ANALYSIS AND DESIGN A Construction Stormwater Pollution Prevention Plan will be provided with the Final Technical Information Report prepared for this pro1ect site. 18092.003.doc 8.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN ANALYSIS AND DESIGN (TO BE SUBMITTED LATER) 7.0 OTHER PERMITS Other permits for this site include: Water Line Demolition Permit Sanitary Sewer Demolition Permit Clear and Grade Permit Site Development Permit NPDES General Permit from the Department of Ecology for sites with disturbance over 1 acre 18092.003.doc 7.0 OTHER PERMITS Have we delivered World Class Client Service? Please let us know by visiting www.geoenglneers.com/feedback. GEOENGINEER~ Biological Polluurnts GeoEngineers' Scope of Work specifically excludes the investigation, detection, prevention or assessment of the presence of Biological Pollutants. Accordingly, this report does not include any interpretations, recommendations, findings, or conclusions regarding the detecting, assessing, preventing or abating of Biological Pollutants and no conclusions or inferences should be drawn regarding Biological Pollutants, as they may relate to this project. The term "Biological Pollutants" includes, but is not limited to, molds, fungi, spores, bacteria, and viruses, and/or any of their byproducts. If Client desires these specialized services, they should be obtained from a consultant who offers services in this specialized field. GEOENGINEER'9 ,\ugust 2. 2016 Pc1ge E 4 Do Not Redraw the Exploration Logs Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might an owner be in a position to give contractors the best information available, while requiring them to at least share the financial responsibilities stemming from unanticipated conditions. Further, a contingency for unanticipated conditions should be included in your project budget and schedule. Contractors Are Responsible for Site Safety on Their Own Construction Projects Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on-site personnel and to adjacent properties. Read These Provisions Closely Some clients, design professionals and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. GeoEngineers includes these explanatory "limitations" provisions in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these "Report Limitations and Guidelines for Use" apply to your project or site. Geotechnical, Geologic and Environmental Reports Should Not Be Interchanged The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns regarding a specific project GeoENGINEER~ August 2. 2016 Page E-3 • composition of the design team; or • project ownership. If important changes are made after the date of this report, GeoEngineers should be given the opportunity to review our interpretations and recommendations and provide written modifications or confirmation, as appropriate. Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by manmade events such as construction on or adjacent to the site, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying a report to determine if it remains applicable. Most Geotechnical and Geologic Findings Are Professional Opinions Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at those points where subsurfoce tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then applied our professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Geotechnical Engineering Report Recommendations Are Not Final Do not over-rely on the preliminary construction recommendations included in this report. These recommendations are not final, because they were developed principally from GeoEngineers' professional judgment and opinion. GeoEngineers' recommendations can be finalized only by observing actual subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability for th is report's recommendations if we do not perform construction observation. Sufficient monitoring, testing and consultation by GeoEngineers should be provided during constructioo to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities are completed in accordance with our recommendations. Retaining GeoEngineers for construction observation for this project is the most effective method of managing the risks associated with unanticipated conditions. A Geotechnical Engineering or Geologic Report Could Be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. You could lower that risk by having GeoEngineers confer with appropriate members of the design team after submitting the report. Also retain GeoEngineers to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce that risk by having GeoEngineers participate in pre-bid and preconstruction conferences, and by providing construction observation. GrnENGINEER~ A"gust2.2016 r,1geE·2 APPENDIXE REPORT LIMITATIONS AND GUIDELINES FOR USE1 This appendix provides information to help you manage your risks with respect to the use of this report. Geotechnical Services Are Performed for Specific Purposes. Persons and Projects Th is report has been prepared for the exclusive use of Valley Medical Center (VMC) and other project team members for the VMC FY 2017 Parking Garage Project. This report is not intended for use by others, and the information contained herein is not applicable to other sites. GeoEngineers structures our services to meet the specific needs of our clients. For example, a geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a constructi'.ln contractor or even another civil engineer or architect that are involved in the same project. Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report is unique, prepared solely for the specific client and project site. Our report is prepared for the exclusive use of our Client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. This is to provide our firm with reasonable protection against open-ended liability claims by third parties with whom there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with our Agreement with the Client and generally accepted geotechnical practices in this area at the time this report was prepared. This report should not be applied for any purpose or project except the one originally contemplated. A Geotechnical Engineering or Geologic Report Is Based on a Unique Set of Project-specific Factors This report has been prepared for the VMC FY 2017 Parking Garage Project in Renton, Washington. GeoEngineers considered a number of unique, project-specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not rely on th is report if it was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. For example, changes that can affect the applicability of this report include those that affect • the function of the proposed structure; • elevation, configuration, location, orientation or weight of the proposed structure; 1 Developed based on material provided by GBA. GeoProfessional Bus1nessA.ssociation;www.geoprofessional.org. GEOENGINEERu:7 August2 2016 PiJgeE-1 APPENDIX E Report Limitations and Guidelines for Use Construction Stage During excavation and until wall movements have stabilized During excavation if lateral wall movements exceed 1 inch and until wall movements have stabilized After excavation is complete and wall movements have stabilized, and before the floors of the building reach the top of the excavation MonltorlnC Frequency Twice weekly Three times per week Twice monthly Monitoring should include vertical and horizontal survey measurements accurate to at least 0.01 feet. A baseline reading of the monitoring points should be completed prior to beginning excavation. The surve,, data should be provided to GeoEngineers for review within 24 hours. For shoring walls, we recommend that optical survey points be established: (1) along the top of the shoring walls and (2) on existing buildings located within a horizontal distance of the shoring walls equal to the height of the wall. The survey points should be located on every other soldier pile along the wall face for soldier pile and tieback shoring and the points along the existing buildings should be located at an approximate spacing of 20 feet. If lateral wall movements are observed to be in excess of 1/:, inch between successive readings or if total wall movements exceed 1 inch, construction of the shoring walls should be stopped to determine the cause of the movement and to establish the type and extent of remedial measures required. GEOENGINEER~ A:rgust2. 2016 Page D-4 Test Nall/Tieback Acceptance A test tieback shall be considered acceptable when: 1. For verification tests, a tieback is considered acceptable if the creep rate is less than 0.08 inches per log cycle of time between 6 and 60 minutes and the creep rate is linear or decreasing throughout the creep test load hold period. 2. For proof tests, a tieback is considered acceptable if the creep rate is less than 0.04 inches per log cycle of time between 1 and 10 minutes or the creep rate is less than 0.08 inches per log cycle of time between 6 and 60 minutes, and the creep rate is linear or decreasing throughout the creep test load hold period. 3. The total movement at the maximum test load exceeds 80 percent of the theoretical elastic elongation of the unbonded length. 4. Pullout failure does not occur. Pullout failure is defined as the load at which continued attempts to increase the test load result in continued pullout of the test nail/tieback. Acceptable proof-test tiebacks may be incorporated as production tiebacks provided that the unbonded test length of the tieback hole has not collapsed and the test tieback length and number of strands are equal to or greater than the scheduled production tieback at the test location. Test tiebacks meeting these criteria shall be completed by grouting the unbonded length. Maintenance of the temporary unbonded length for subsequent grouting is the contractor's responsibility. The Engineer shall evaluate the verification test results. Tieback installation techniques that do not satisfy the tieback testing requirements shall be considered inadequate. In this case, the contractor shall propose alternative methods and install replacement verification tiebacks. Shoring Monitoring Preconstructlon Survey A shoring monitoring program should be established to monitor the performance of the temporary and/or permanent shoring walls and to provide early detection of deflections that could potentially damage nearby improvements. We recommend that a preconstruction survey of adjacent improvements. such as streets, retaining walls, utilities and buildings, be performed prior to commencing construction. The preconstruction survey should include a video or photographic survey of the condition of existing improvements to establish the preconstruction condition, with special attention to existing cracks in streets, retaining walls or buildings. Optical Survey The shoring monitoring program should include an optical survey monitoring program. The recommended frequency of monitoring should vary as a function of the stage of construction as presented in the following table. GeoENGINEERs_9 Augu:-at 2 2016 Page D-3 The allowable tieback load should not exceed 80 percent of the steel ultimate strength. Tieback design test loads should be the design load specified on the shoring drawings. Verification test tiebacks shall be incrementally loaded and unloaded in accordance with the following schedule: Load Hold Time Alignment Load 1 minute 0.25 Design Load (DL) 1 minute 0.5DL 1 minute 0.75DL 1 minute 1.0DL 1 minute 1.25DL 1 minute 1.5DL 60 minutes 1.75DL 1 minute 2.0DL 10 minutes The alignment load shall be the minimum load required to align the testing apparatus and should not exceed 5 percent of the design load. The dial gauge should be zeroed after the alignment load is applied. Nail/tieback deflections during the 1.5 Design Load (DL) test load shall be recorded at 1, 2, 3, 5, 6, 10, 20, 30, 50 and 60 minutes. Proo!Tests Proof tests shall be completed on each production tieback. The allowable tieback load should not exceed 80 percent of the steel ultimate strength. Tieback design test loads should be the design load specified on the shoring drawings. Proof tiebacks shall be incrementally loaded and unloaded in accordance with the following schedule: Load Alignment Load 0.25 Design Load (DL) 0.5DL 0.75DL 1.0DL 1.33DL Hold Time 1 minute 1 minute 1 minute 1 minute 1 minute 10 minutes The alignment load shall be the minimum load required to align the testing apparatus and should not exceed 5 percent of the design load. The dial gauge should be zeroed after the alignment load is applied. Nail/tieback deflections during the 1.33DL and 1.5DL test loads shall be recorded at 1, 2, 3, 5, 6 and 10 minutes. Depending upon the tieback deflection performance, the load hold period at 1.33DL (tiebacks) may be increased to 60 minutes. Tieback movement shall be recorded at 1, 2, 3, 5, 6 and 10 minutes. If the tieback deflection between 1 and 10 minutes is greater than 0.04 inches, the 1.33DL load shall be continued to be held for a total of 60 minutes and deflections recorded at 20, 30, 50 and 60 minutes. GEOENGINEER~ A,1gust2. 2016 PngeD-2 APPENDIXD GROUND ANCHOR LOAD TESTS AND SHORING MONITORING PROGRAM Ground Anchor Load Testing The locations of the load tests shall be approved by the Engineer and shall be representative of the field conditions. Load tests shall not be performed until the tieback grout has attained at least 50 percent of the specified 28-day compressive strengths. Where tempcrary casing of the unbonded length oftest tiebacks is provided, the casing shall be installed to prevent interaction between the bonded length of the tieback and the casing/testing apparatus. The testing equipment shall include two dial gauges accurate to 0.001 inch, a dial gauge support, a calibrated jack and pressure gauge, a pump and the load test reaction frame. The dial gauge should be aligned within 5 degrees of the longitudinal nail/tieback axis and shall be suppcrted independently from the load frame/jack and the shoring wall. The hydraulic jack, pressure gauge and pump shall be used to apply and measure the test loads. The jack and pressure gauge shall be calibrated by an independent testing laboratory as a unit. The pressure gauge shall be graduated in 100 pcunds per square inch (psi) increments or less and shall have a range not exceeding twice the anticipated maximum pressure during testing unless approved by the Engineer. The ram travel of the jack shall be sufficient to enable the test to be performed without repositioning the jack. The jack shall be supported independently and centered over the tieback so that the tieback does not carry the weight of the jack. The jack, bearing plates and stressing anchorage shall be aligned with the tieback. The initial pcsition of the jack shall be such that repcsitioning of the jack is not necessary during the load test The reaction frame sh ou Id be designed/sized such th at excessive deflection of the test apparatus does not occur and that the testing apparatus does not need to be repositioned during the load test. If the reaction frame bears directly on the shoring wall facing, the reaction frame should be designed so as not to damage the facing. Verification Tests Prior to production tieback installation, at least two tiebacks for each soil type shall be tested to validate the design pullout value. All test tiebacks shall be installed by the same methods, personnel, material and equipment as the production anchors. Changes in methods, personnel, material or equipment may require additional verification testing as determined by the Engineer. At least two successful verification tests shal be performed for each installation method and each soil type. The tiebacks used for the verification tests may be used as production tiebacks if approved by the Engineer. GrnENGINEERsg Aui>ust2.2016 PageD i APPENDIX D Ground Anchor Load Tests and Shoring Monitoring Program Project 'lob Number I Location Valley Medical Center 2202-017-00 Kent, WA LOG OF HAND AUGER HA-1 Date Excavated: 8/1/01 Logged by: KHC Equipment: Hand E9ui11ment Surface Elevation (ft): 46 ... 0 ] _§' Q. )l h I UJ !I t:; UJ z 8. f Other Tests .. ! i rn And ~ ;:; E j .. Material Description i .. ~ >-;;:; :c "' u.,, Notes .. VJ I ~ t: Ii: "' "' :J 1Jo >M Hrown silty sand wllh if'8\ICI (Joosc to medium dense. ol!l : .··. moist)(fill) I ~ i: ·: ,',': 2 Xi . Obstruction encountered (possibly rocks/cobbles) Hand auger completed al 4Ji feet on 8/02/0 l 5-... No ground water seepage observed -.. 5 No caving observed Notes: The depths of the hand auger logs are baaed on an average of measurements acrou lhe hand auger and should be considered accurate to 0.5 foot. LOG OF HAND AUGER HA-2 Date Excavated: 8/1/01 Logged by: KHC Equipment: Hand E9ui11ment Surface Elevation (ft): 38 ... 0 ] _§' t! jl h ! t:; UJ z 8. f Other Tests UJ ~ .. ! -~ :;:t Material Description }1 And ;;:: ~ j .. -a. i ;;:: r <I) 0 ~"' I l Notes t: ... "' :J I Q. "' !!Jo ~TI ,vu -"'OCJ layer o1J ML Do.rk brown sandy silt with gravel and/or silty sand with gravel (soft. mois1) (fill) I -...As~halt debris encountered r- Hand auger completed at 2 feet on 8/02/01 No ground water seep:i.gc observed No caving observed 5----5 Notes: Toe depths or the hand auger logs are based on an a\lerage of measuTements across the hand auger and should be considered accurate to 0.5 foot. Geo.Engineers LOG OF HAND AUGER FIGURE A-7 ,. ·• ,. [ [ 1: I. I_ ,: ... ' , .. .... .... Project !Job Number I Location Valley Medical Center 2202-017-00 Kent, WA ,uate 08/01/01 Logged KHC Contractor Holt Drilling Drillc<l Bv Dnll Hollow Stem Auger Equipment Truck-mounted Mobile B-59 drill rig IDnU Method Bit !Sample D&M Sampler jHammcr 300 lb. hammer w/ :JO inch drop X-wordinatc: Not Determined Method Dota Y ---rdinate· hlnt "·'·-'··" Tomi Depth (ft) 14 Elevation (ft) 41 Datum; Not Dotsnninod Svstem; Nnt"~-a •• a .... ii -I;; uJ ~ .3 C. ,: ~ d 1 t ~E a l ~ z Other Tests ; ~ -! (.) i ~~ Material Description u-;i: c-And ; .,# §! ~ "' E I 5-:,: ~ Cl) <.l(I) Notes .... # (I) m (!) Cl) I .. l1l ::, 5 l1l o '•' >;M Brown silty tine sand Wllh organic matter (loose, moist) o ~-~-~ ASPHALT ,-,. (fill) (to~soil) f \3 inch as~halt concrete 12!vemcnt ·. SM Brown silty fine sa.nd (loose to medium dense. moist) .. ·' 100 I 10 • (fill) ·: • .. ·. 5-ML -Gray sandy sdt (medium stitf. moist) --5 100 2 6 • 28 91 100 ] 26. Becomes very stiff 10----10 100 4 53 • Becomes hard I Boring completed at 14 feet on 8/01/01 15--No ground water encountered during drilling --15 20----20 25----25 30----30 35~ ---35 Note: See Figure A~2 for explanation of symbols Geo.Engineers LOG OF BORING 8-4 FIGURE A-6 Project I Job Number I Location Valley Medical Center 2202-017-00 Kent, WA Date 08/01101 Logged KHC Contractor Holt Drilling Drilled Bv Drill Hollow Stem Auger Equipment Truck-mounted MobUe B-59 drill rig tUnll Method Bit Sample D&M Sampler Hammer 300 lb. hammer wl 30 inch drop X-wordinate; Not Determined Method Data Y-coordinate: Nat"'"'·-'-~ Total Deplh (ft) 23.5 Elevation (ft) 36 Datum: Not Determined Svstem: oJ....tn-"'--in~ ... I -... UJ f:s r. i ~ § §' -ll' w ~ -! Other Tests ~ ;:; .S! 0 .!l <.)-3:c::-~ Q. (.) ~ £. ~t Material Description ..... ~ 8. And ;:; ~ a:: E 1 i-5-:c ~ CJ) !! <.)u, Notes ... ... CJ) a, Cl CJ) 2::-a. :!I :, UJ 0 0 a a ovu """"'\. i rnch rod ayer r ML Dnrk gray silt with organic with occasional fine to coarse grovel and organic matter (very soft. moist) (fill) 56 I 2 • 14 120 s-'" Gr:1dcs to dnrk brown and becomes medium stiff --5 100 2 8 • _'."'.:--SM Dnrk brown silty line sand wi1h occasional fine to coarse 100 3 3 •• gravel (loose, moist) (fill) 17 94 ·:. 10-1·. '" --10 56 4 3 •:: Black silty fine to medium s:rnd with organic matter 11nd grovel (loose, moist) (fill) 15-'" S?. --15 ;.: ML Gray sandy silt with occns1onal fine to coarse gravel (stiff WCI) • Gravelly drilling at 16 feet 78 l 19 12 124 20-'" -,-20 Becomes hard and moi~t 83 6 5016". Bonng completed 11t 23.5 feet on &/01/01 25--Ground water was cneounlcrc<l at 12 feet durini drilling -'"25 30---,-30 35----35 Note: See Figure A-2 for expl:ination of symbols Geo.Engineers LOG OF BORING 8-3 FIGURE A-5 Project \Job Nwnber I Location Valley Medical Center 2202-017 -00 Kent, WA Date 08/01/01 Logged KHC Contractor Holt Drilling Drilled Bv Dnll Hollow Stem Auger Equipment Truck-mounted Mobile B-59 drill rig 1Dnll Method Bit 1:samp1e D&M Sampler Hammer 300 lb. hamme< w/ 30 inch drop X-coordi.natc: Not Determined Method Data v_...,_ ..... ,ljnnt .. : Nnt "•'--'•-" Total Depth (ft) 33 Elevation (ft) 44 Datum: Not Determined Svstcm: lot n.,-..,, • ...., ... a. i l! ... w I ci 1! ! ~ w ~ :, L Other Tests w z il 1 e:s 3C' u. ;;; f u I ~~ Material Description r '!6 And ;;; :,: I :i: !i: a: "' U(I) :::, Notes ... "' ~ "' .. ~ "' "' (!) :::, 5 ~ 0 ,uu ~3 mcb. sod zone r 0 SM Dark brown silty fine sand Wllh graveJ (medium dense, FF moist) 100 I 12 .i):-ML Dark brown sandy silt (stilt moist) (fill) 14 114 5-.... ->-5 17 2 I 81 Becomes very soft with organic mnncr 1-- 1--ML Gray sandy silt (soft to medium stiit moist) 100 3 s • 10-.... --10 OL De.rk: gray sandy organic silt (medium stif[ moist) 100 4 7 • i,,A 23 99 ~ ~A 15-.... ~A -....15 '. SM Gray silty sand with organic matter (loose, moist) (root fragments) 56 s 8 • 20-ML Gray silt (medium stif[ moist) -.... 20 100 6 8 • ''.': SM Brown silty fine sand and gravel (loose, mrnst) '. Harder drilling at 2.S feet ~ 25-'' --,-25 ·.·.· :. SP-SM Gray fine sand with silt (very dense., moist) 'CJ. :· <i 00 7 50/6" 18 : ,·' § b 30-: -" --30 ~ ,, § :·:. ffi -_._- 100 • 50/4" • .;.;.. 10 a'. Boring completed at 33 feet on 8/0 l/0 I " ~ Ground water encountered o.t 26 feet during drilling ~ 35-.... --35 § Note: See Figure A-2 for explanation of symbols i a m Geo.Engineers LOG OF BORING B-2 -:;, ~ U/ ffi FIGUREA-4 " w " Project llobNwnber I Location Valley Medical Center 2202-017-00 Kent, WA !)ate 08/01/01 Logged KHC Contractor Holt Drimng Drilled Bv Drill HolloW Stem Auger Equipment T ruck-m<>unted Mobile 8-59 drill rig Drill Method Bit Sample D&M Sampler Hammer 300 lb. hammer w/ 30 inch drop X--coordinate: Not Determined Method Data Y--coordinat: Nnt "·•·-'··" T olal Depth (ft) 29 Elevation ( ft) 49 Datum: Not Determined Svstem: Jot l)e'•-inod ... C. 'E :c ... "' f 0 'E _g i "' UJ ~ ~ :g ,; UJ z il "§ ;:c Other Tests u. ;;; ! (.) .II ~[ Material Description o-;;; ~ E L; ~..,. §~ And :,: ~ i .,: C. 3-:,: ... a: !? <J C/l Notes ... 0. ..,. C/l "' (!) "' I i!' 0. i!l :, UJ D a 0 ~~. LiY __ Gra:i: coarse grave (loose1 moist} { till} D ~ SM Brown silty sand and gravel {k1ose, moist) (fill) 00 I 7 ~· ~ 5-_,-: ---5 00 2 ~ ML Gray silt with organic matter (medium shit moist) (till) F.F. (char=! fragments) 100 3 9 • 10--Grades to gray, detre:ised organic content -'""10 d A OL Dark brown sandy organic slit (stiff. moist) (wood ~A &ugmcnts) 100 4 10 • A 32 88 ~A 15-~A -';l. -t-15 i-'A ,Y ML Brown sandy silt (still: wet) 100 5 16 • 20---20 78 6 25 .<'." :·:' SP-SM Gr.:i.y tine s:ind with silt (medium dense. wet) 25----25 I" ML Light gray sill (ho.rd. moist) (mudslOne) 100 7 5016". 9 126 30-... Boring completed ot 29 fc:ct on &/0 l/01 Ground wnter was encountered at 15 feet during drilling --30 35-... -,-35 Nole: See Figure A-2 for explanation of symbols Geo.Engineers LOG OF BORING B-1 FIGUREA-3 BORING NO. B-7 Logged By _..QU,,__ Date 4-7-89 us Graph CS Soil Description : ', ·:· .... .. . . : .. : ~ .. f ~ · ... .:~ FILL: SM Grey brown silty SAND with varying 811llUilts of gravel, roist to ,.et, uediun dense. Mixed/bedded tan. SM CJ.ayey SILT and grey silty SAND with clay, 1-et, loooe to stiff . . :· .. ML .. ,•r:, Depth (ft.) 4/4/89 y 5 '-10 ELEV. 36+ (N) W Sample Blows (%) Ft. I 5 I 13 .; ·. -..:_W-+-----------------, I so/3" 12 · ~::: SM Grey silty oediun SAND with gravel, 1,et, very : . · : dense. (TILL) ... .. : : fuulder at 16 I ? .._ 15 T 90/9" 18 Boring terminated at 18. 7 feet below existing grade. No ground.ater encountered during drilling. 3/ 4" standpipe installed to bottcri of boring. ~TERRA ~ ASSOCIATES Geotechnical Consultants BORING LOG Medical Office Building II Valley Medical Center Renton Washington Proj. No.T-9961 Date 5/89 I Figure 10 Graph . . : : .·.· .. · : . : . : .. :, ·. ·.: ~ : ... . . . ,,'• ~ · .. ·.· .. BORING NO. Logged By CRL Date 4-7-89 us cs Soil Description SM BrOl,n mixed silty SAND and clayey STI.T, 1·.et, ML loose. ML Grey-tan clayey SILT, 1-et, stiff. SM Grey silty SAND with varyi1lg iroounts of gravel and clay, 1.et, very dense. (TIIL) B-6. Depth (ft.) s .-10 -15 ELEV. 38± (N) w Sample Blows (%) Ft . I 16 I 8 I 92 T '3J/6" furing terminated at 18. 5 feet llelow existing grade. Grounch.ater encountered at 10' during driJ.J.ing. ~TERRA ~ ASSOCIATES Geotechnical Consultants BORING LOG Medical Office Building II Valley Medical Center Renton Washington Proj. No.T-996 Date 5/89 I Figure 9 Gr aph <·· . . • '• t.: ·'. .. .. .. . • ... . · . . . '• .. . .. . ... ... ·. .. : :·· :·/.: . ~ : : ·. : : : : .. : .. .. . ~ : : : :. I : ~ ·. •: ... : •. BORING NO. 8-5 Logged By~ Date 4-S-89 ELEV. 42+ us Depth (N) w cs Soil Description (ft.) Sample Blows (%) Ft. SM BrCMI silty SAND with n=ous cobbles, .et, rredil.111 dense. I 16 20 -,} SM Grey silty SAND with varying amounts of clay I and gravel , noist to .et, very dense . (TilL) 63 13 .... 10 I ':JJ/6" 9 ,-15 T 00 - Earing terminated at 19' below existing grade. !lo ground-ater enc.rnmtered during drilling. ~TERRA ~ ASSOCIATES Geotechnical Consultants BORING LOG Medical Office Building II Valley Medical Cent~r Renton Washington Proj. No. T-9961 Date 5/89 I Figure 8 : BORING NO. Logged By~ Date 4-7-00 us Graph CS Soil Description ML Bmm to brown grey clayey SILT with organics, .et' stiff. ''• : ~.; SM Grey silty SAND with varying annunts of gravel, rroist to wet, very dense. (TIIL) •' ·. ·. ~ '' ... : :. : ~ : : ~ : : Pos.si.ble lxiulder and/or cobbles eocountered at 12' and 16'. : : Boring terminated at 18' below existing grade. 8 ' during drilling. 8-4 ELEV. 42+ Depth (N) w (ft.) Sample Blows (%) Ft. I 8 ... 5 I f:i) ... 10 I ':IJ/5" -15 T 87/6" Ground,.ater seeµage encountered at BORING LOG Medical Office Building U Valley Medical Center Renton Washington Clu = 1. 0 t.sf ~TERRA ~ ASSOCIATES Geotechnical Consultants Proj. No.T-996 Date 5/89 r Figure 7 BORING NO. 8-3 Logged By~ Date 4-5-89 ELEV. 44± Gr aph ~ : . :' ,•: . '• ,•• : . ,r: ·.: ··r.:. ... ::{·· : .. . . .. . . . . : : : : •, :: .:.· : : : . : .. .. . • . ·:·: (:< ' .. us Depth (N) w cs Soil Description (ft.) Sample Blows (%) Ft. (3" A.C.) SM Tan-grey with oran,,ne stains silty fine to redillil SAND, wet, loose to l!Edillil dense. I 11 21 Sieve 414/89 ~5 SM Grey silty Si\!ID with var}'ing am::,unts of gravel, rroist to wet, very dense. (TIIL) I 56 14 I-10 I gJ/7" 10 -15 ,-"'JJ/3" 9 Sieve &ring terminated at 17. 8 feet below existing grade. Grourv:h-eter seei:ege encountered at 7 feet d\JI'.inn drilling. 3/ 4 inch PVC standpipe :in.stalled to bottan of borin3. ~TERRA ~ ASSOCIATES BORING LOG Medical Office Building II Valley Medical Center Renton Washington Proj. No.T-996 Date 5/89 I Figure 6 Geotechnical Consultants I Gr aph .. .. ·.: :, )/ .. : : ~·: . ··. ·=:· ... ... : . ,, . .. .. '• ,1; '•. .. :·: : •. ·· . . . :: .... : '· . ·.: · . ·;1: ·. BORING NO. B-2 Logged By~ Date 4-7-89 ELEV. 45+ us Depth (N) w cs Soil Description (ft.) Sample Blows (%) Ft. SM Grey with orange stains, silty SAND, .et, iredilml dense. I 25 13 -5 SM Grey silty SAND with varying aoounts of gravel, rroist to .et, very dense • (Till,) I 55 9 Sieve -10 I "JJ/6" 10 '"" 15 T "JJ/6" 6 Poring terminated at 18' below existing grade. No groundwater encountered during drilling. ~TERRA ~ ASSOCIATES Geotechnical Consultants BORING LOG Medical Office Building II Valley Medical Center Renton Washington Proj. No.T-996 Date 5/89 I Figure 5 Graph .. •' . . . .. BORING NO. Logged By~ Date !il'.QZLB2 us cs Soil Description 8-1 ELEV. 48 ± Depth (N) w (ft.) Sample Blows (%) Ft. .. ·: . · .• SM Grey, brown, silty fine SAND to sandy SILT with varying amounts of gravel, moist to wet, very dense (TILL). '.[:·.:ML I 50/6" :·.·· ,• '. ·.·:··. ', f.: ... .. ,' ,, . ,, .... : :: . ·,r'.: :·,··. ,', ! ••• (;,;, : ..... ... . . 9 sieve -5 I 50/4" 12 -10 I 50/6" -- ,-15 I 50/4" 13 ._ 20 1 50/6" 5 Boring terminated at 23 feet below existing grade. No groundwater encountered during drilling. ~TERRA ~ ASSOCIATES Geotechnical Consultants BORING LOG Medical Office Building II Valley Medical Center Renton Washington Proj. No. T-9961 Date 5/89 I Figure 4 1 J ] j 1 -· 1 LOG OF TEST PIT NO. TP-28 Location: See Drawing 1 Elevation: Approx. 46 Surface Conditions: Sad ..., Ill ... ~ llJ <-' -<lJ ::,~ ~ ..... ~,:: V, ~ "'C: ·;; C CO,~ ::;: 0 u 1 J 2~ J ~ j j - - - - - ...j - <lJ I --0 §"I~ "' >, "' I "' SM I I SM I I DESCR I Pil ON TOPSOIL -SILTY SANO; dk. brown, f/m, little to some silt, few gravel, abundant organics; very moi~t loose GLACIAL DEPOSITS -SILTY SAND W/GrtAVEL; mottled brown & red-brown, f/m, tr. coarse, little silt, little Qravel; moist, very dense; qrades qray Bottom of test pit at depth 3.0' No groundwater encountered Completed and backfilled 12/29/86 ~kU~U~~B VALL~! M~Ul~Al ~~Nl~K ~AKA~~ Renton, Washington for Mahlum and Nordfors 86-35287 ---------------------------------Q,~w,ng NO @ Converse Consultants NW :::~~:.~:~·~:~.~·;::;~"c°., A-9 ..., _____________________________________ _ LOG OF TEST PIT NO. TP-27 Lo ati C on: S D ee raw1ng El eva 10n: A pprox. 60 Surface Conditions: Sod ..... .,, ... -"' !.. I ~ --aJ ::, ..... 0 DESCRIPTION REMARKS -;;:_ .... ..... :: c,. .Q "'~ E ~ OJ:: ·-:: "' o._ 0 0 V, V, Zu lj 1. SM I GRAVEL AND SAND FILL TOPSOIL -SILTY SAND; dark brown, f/m, little to seepage at .5 • some silt, few gravels, abund. oro.; wet, lom_ SM GLACIAL DEPOSITS -SILTY SAND; mottled brown and 2-orange, f/m, trace coarse, little to some silt, 1 3-trace to few gravels; moist, medium dense 4-grades dense occasional cobbles 5- 2 grades blue-green, and very dense 6 _I Bottom of test pit at depth 6.0' Light seepage at depth 1/2' Completed and backfilled 12/29/86 - - - J - - - I I :!I i :1 I 11 I I . I I ------~-KU-~-u::>-c.U-Vl',_L_L~-1-,1-c:.u-11..-,..-L -1..:;""'1l-1 c_K_L,_l',K-,,.i.,-c. __________ _ P,01e-1:1 NO ( [ Renton, Washington for Mahlum and Nordfors ~ Converse Consultants NW Goo ................... . ~ and Apphed Eanh Sc::1encas 66-35287 [ Oraw,,,9 NO A-8 [ J J J J ] ] ] l j 1 11 1 ! LOG OF TEST PIT NO. TP-26 Location: See Drawing l Elevation: Approx. 68 Surface Conditions: Sod ... .,. I OJ I -=-"' s... ... ~ ~ DESCRIPTION 6~ ::, C: 0 .... OJ g--f, a, C: .,., ... ;;; '.;., ·--o._ 0 -V, V'l ::E 0 u SMI TOPSOIL -SILTY SAND; dk. brown, f/m, little to l some silt, few orave1 s I abund. ora; wet 1 1 oos.L..__ I ML GLACIAL DEPOSITS -SILT W/SAND; streaked gray and I brown, few to little f. sand, thinly bedded; stiff_ 2 l r SM 1 SILTY SAND; mottlea brown & red-brown, f/m, trace 3-coarse, little silt, few to little gravel; moist, dense, arades b1ue-arav and verv dense - J J J 1 J - - . Bottom of test pit at depth 3.5' No groundwater encountered Completed and backfilled 12/29/86 ~Ku~u~~J vALlc1 Mtu1~AL ~cN1tK GAKAGc Renton, Washington for Mahlum and Nordfors ~ c c It t N w Gaoteehnn:al E11gine•r1n9 ~ onverse onsu an 5 •ndApPliodE,,,hScionm ~ il.EMARKS Pro1ec: No 86-35287 A-7 LOG OF TEST PIT NO. TP-25 Location: See Drawing l Elevation: Approx. 59 Surface ..., w""' ..c"' ,_ ' QJ .... QJ ::, ...., a. C. .... ..., c:: V, ~ = ~.~ ·-c:: ;;:; 0 0 VI ::.:u J 2 3- 4- s- 6 - - - - - - - - Conditions: Sod, marshy ground -_g ~ VI SM SM DESCRIPTION TOPSOIL -SILTY SAND; dark brown, fine to medium, little to some silt, few to little gravel, abundant organics, occasional fine roots; very moist to wet, loose GLACIAL DEPOSITS -SILTY SAND W/GRAVEL; mottled gray and reddish-brown, fine to medium, trace coa'rse, some silt, little gravel; very moist, dense grades blue-gray Bottom of test pit at depth 5.5' Heavy seepage from surface to depth 2-1/ 2' Completed and backfilled 12/29/86 PkuPU~ts ~ALLtY MtUl~AL ~tNltK uAKAut Renton, Washington for Mahl um and Nord fa rs REMARKS seepage to 2 .5' 2' dia. boulder Pro1!!cl No 86-35287 Oraw,ng NO A-6 ' ! I J J J J J J l l l -] ] LOG OF TEST PIT NO. TP-24 Location: See Drawing 1 Elevation: Approx. 70 Surface Conditions: Sod and bare ground .... "' ... .c "' ,_ I ~ -:::, ..., Q OESCRI PTION ..., "' ..., C REMARKS c::."- V, ~ I "'<: ·;; .:: ,'c Cl·-V, V, ::;: 0 u TOPSOIL 1-FILL -SILTY SAND W/GRAVEL; brown, fine to medium, trace coarse, little silt, little gravel, 2-occasional organics; wet, loose to medium dense 1 3J :j TOPSOIL -SILTY SANO; dark brown, fine to ,..,,~. I seepage at 3 .5' some silt, few gravels, abundant organics :J 2 ,LJ 9 I 3 J I l j - GLACIAL DEPOSITS -SILTY SANO; mottled brown to reddish-brown, fine to medium, little to some silt, few to little gravel; very moist, medium dense grad es to dense grad es b 1 ue-g ray Bottom of test pit at depth 9 .0' Heavy seepage at depth 3-1/2' Completed and backfilled 12/29/86 PkUPOStD YALLtl MtUl~AL ~tNltK bAKAb~ Renton, Washington for Mahlum and Nordfors ~ Converse Consultants NW G•0 '"""'c.,e •• , ..... ~. ~ •nd Appl1•C1 Eun, Sci•ncu caving from 5-6' 86-35287 Qraw,ng No. A-5 I i LOG OF TEST PIT NO. TP-23 Location: See Drawing 1 Elevation· Approx. 59 Surface Conditions: Sod .., ., ... I .;: <lJ I.. ' ~ -~~ ::, .., C DESCRIPTION REMARKS .., C: g. -s "'~ <lJ C: ·-C: ;:;; §;, o._ 0 0 Vl Vl Zu j I c.......IQES.Ql.k_ FILL -SILTY SAND; brown, fine to medium, some boulder at l' sTTt, little gravel, occasional organics; very 1 moist, loose occas i ona 1 cobbles 3-·-TOPSOIL -SILTY SAND; dark brown, fine to medium, 4-some silt, trace gravel, abundant organics roots· seepage at 4' ~ 5-2 GLACIAL DEPOSITS -SILTY SAND; mottled brown to reddish-brown, fine to medium, little silt, few to 5-~ 3 _ little qravel: moist, dense J I\ grades blue-gray, and very dense occasional cobbles ~ Bottom of test pit at depth 6.0' Moderate seepage at depth 4' Completed and backfilled 12/29/86 J - - - - - I - '· -i I l : ' I I ___________________ ( ~KU~U~~u VALLel MtUl~AL ~eNleK bAKAb~ Renton, Washington 86-35287 for Mahlum and Nordfors o,aw,ng No ~ Converse Consultants NW G,o1o,hn«•••·•'"'!""9 W and Ap1,1h11d E.artn S<=i•nces A-4 J ] ] I l J 1 ] ] 1 ... .c <IJ .., CJ C. ... <IJ C: o._ 1- 2- 3- 4- s- I ;J 8~ 9 I - - - - - - LOG OF TEST PIT NO. TP-22 Location· See Drawing 1 Elevation· A Surface ., .. '-' ~ ::, ... ... C: §-"' 2l ·-C: ;;; 0 0 V, ::;:u 1 ? Conditions: Sod ~ 0 -9 5, V, DESCRIPTION Tnocn Tl FILL -SILTY SANO; brown, fine to medium, little si'Tt, trace to little gravel, occasional organics; very moist l case l' diameter boulder at depth 4' ~ TOPSOIL -SILTY SAND; dark brown, fine to medium, trace coarse, some silt, trace gravel, abundant organics, occasional fine roots; very moist, loose GLACIAL DEPOSITS -SILTY SAND W/GRAVEL; mottled olive to reddish brown, fine to medium, trace coarse, little silt, little gravel; moist, dense nradP< blUP-Orav anrl VPrV rlPn<P Bottom of test pit at depth 9.0' Moderate seepage at depth S' Completed and backfilled 12/29/86 PROPOSEu VALLEY MEDICAL CEN[tR GAkAGc Renton, Washington for Mahlum and Nordfors ~ C C It t NW G,o,.chn"" Eng""""• ~ onverse onsu an S ondApphodE,,,hS<,onou pprox. 48 REMARKS occasional cobbles seepage at 5' occasional cobbl ! ' 86-35287 A-3 LOG OF TEST PIT NO. TP-21 Location: See Drawing 1 Elevation: Approx. 43 Surface Conditions: Sod, marshy ground .... w"' I .i:::"' ... l !: -~~ ::, .... 0 DESCRIPTION REMARKS .... = -fl "' ;j "'= ·o C: ;;; s; I Q,~ :,: C l/1 V') u ,J SMI TOPSOIL -SILTY SAND; dark brown, fine to medium, J some silt, few gravel, abundant organics, scattere I .....____ ~ts; very moist, loose - 21 SM GLACIAL DEPOSITS -SILTY SAND W/GRAVEL; mottled 1 gray to reda1sn-brown, fine to medium, trace seepage at 2' I ;J coarse, little silt, little gravel, acc. carbonize< organics; moist, dense 2 grades to gray-blue and very dense I SJ Bottom of test pit at depth 5.0' I Moderate seepage at depth 1-1/2' to 2' Completed and backfilled 12/29/86 - -I - - - - -[ - ---~~ ....... ~~~~"'!"'!""!"~----~~-~ ~ KU~u:::.cu vALLct Mt:.U1L,AL \.t.N I t.K bAKAbc P,o,•erno Renton, Washington 86-35287 ____________ r_o_r_M_a_h_l_um_a_n_d_No_r_d_f_o_rs ____________ ------~ ~ 0-~ Leve!! Con V s Co J t t N W G•o>o<hnoul cnginunng .~.;. _____ e_r_e ___ n_s_u __ a_n_s ____ ·"_._ •• _._ ... _. _ •. _ .. h_S_".'"·c·.· __________ A_-_2 ___ [ SYll80L MOISTIJRI CONS!S-.:T j SILTY SAND (Fill); brown, fine to SM very loose 3 medium, trace coarse sand, little moist ~ lA 2 silt, trace fine roots, occasional 2 organics -5 T 26 SILTY SAND (Glacial Till); gray, SM moist dense 2A 1 15 fine to medium, trace coarse sand, 19 little to some silt, trace gravel -10 26 3A 34 -grades with gravel very 35 dense 15 - 4A] 28 50/5" ,- 20 - SANDSTONE (Bedrock); light gray, moist very ] SA 31 fine to med. sand grains, with soft ,_ 50/5" silt matrix, highly weathered I 25 - slightly 16A 11 ,n1~" -grades moderately weathered moist soft 30 j Bottom of boring at depth 28 feet. No groundwater encountered. - ,- ,- ~ · :: ;: d.~t~~~1~~:;m~e;ler c 3-1/4 .. O O x 2-VT llner .. A -Atterberg, C-eonsohdat,on. OS-d1rttei shear. o. 3-1/2'" O.O. si,m barrel sampler X .samole not r19eoverec1 G -grain size. T-1nu1al. P -permeabllny PROPOSED PARKING GARAGE -PHASE II P1'QJK1 No. Renton, Washington 86-35287-03 ------------....l.f!o.orL.V~a:.1lc.1l..=e~y_.aMe5"d=..i!.::c~a!..!l_.,,_C.::.e~nt~e:.!r _________ _ Figure No. ~ I t N W Gootec/lnical Engineering ~ Converse Consu tan s anaApplledScloncos 2 J 11 ] ] J J 5 10 so 15 20 25 - - ff - - - - - -- -- lA ~ 2 l 2 2 2A 10 I 8 I 3A I 2 2 4 6 4A 10 31 18 SA 41 50/"" II 6A 37 so;: · SUMMARY: BORING NO. B-1 ELEVI.T10N: •••• 1w••••• •-\,1•• OM.T olt T•• 1.0C.ATle• OP 1'•11 11111111•• &110 •T TIii T••t .. 1111'\.L••C. 1u••wa..,a.c1 ca ... .,, •• ,•••••••••.,, 0,1111• 1.oc:•"••• ••• ••• c .. , •••• .,. •••• ~oc~,••• •••• , .......... ia• TI••-TIii •• , ••••••• , •• II •.......... ,c.rooa •• ,c., ..... COIIIIIJIO&II UtCOUt1Tlllllt1, Cll!.SCJlt~CN SYWIOL IIOISTlJAE COMSISTEtolCT _soo ...Alill....I.O.E.SD l.L__ ____ -_ ,M v .moist l 1 oose FILL SILTY SAND; mottled brown & olive, SM very loose fine to medium, trace coarse, some moist silt, trace gravel, occasional lumps of silt, organics, iron stain medium col or becomes olive dense loose '------------------- LACUSTRINE -SILT; mottled brown anc ML very blue-gray, trace fine sand, ace. moist organics (hard drilling @ 15') scattered gravels; pockets of moist medium black organics -~ stiff BEDROCK -SILTY SAND; white to SM moist dense Tigntgray, fine to medium, some 12/26/8! silt, acc. lumps of brown silt, ~ poorly lithified very !Tense Bottom of boring at depth 28.3' Piezometer installed to depth 28.3' t2-•• 1 ...•••• , • ~ ~: ~~:~-t:~:::.:·:::~., c. :1-114• O.D. I 2-112· llftet' '• A • Att ......... C • COMOOdaUOft. as -direct ...... ,. f , ..... "10•• .... ... .. ... ... ... ... D. 1-112• O.D ... DIil b•tt•I ,.,ftpler X. HfflPI• 1101 r•co••r•d Q -'l'wt w-. T • tr«aalal, P -,efflleablUty Q ple&OPtl•t•r Ua -1il-_, --------------------PROPOSED VALLEY MEDICAL CENTER GARAGE Pro10C1No. J Rento~. W~~bington for"Mahlum and Nordfors 86-35287 Craw,n; Ne. A-1 FIELD DATA I I ! C { if C I ~ j _§' .Q MATERIAL g I t ] ii DESCRIPTION ii: REMARKS • ~ ft~ ; " i 1 ~ § i ~ iii ~ 0: a; " ,,,._ "' a~ I u Wilh interbeds of coarse sand and trace gravel ,, I'° 41 • I i I Note: See Figure A-1 for explanation of symbcis Log of Boring GEl-11 (continued) GeoENGINEER~ Project: Valley Medical Center -Medical Office Building Project Project Location: Renton, Washington Figure A-5 Project Number: 2202-024-00 Task 200 Sheet 2 of2 Slllrl End -1 Total 26.5 I Logged By SJB \ Driller Geologic Drill, Inc. l Drillif1g Hollow-Stem Auger Drilled 4/S/2016 4/512016 Depth (ft) Checked By DTM ~tl"oo Surface 8evation (ft) 91.62 I Hammer Autohammer Drilling Diedrich D50 Track Rig Vertical Datum NAVD88 Data 140 (lbs)/ 30 (in) Drop Equipment Easting (X) 1299044.81 I System WA State Plane.North ~ Depth to Northong (Y) 164830.36 1 Datum NAD83(feet) ~ -f.lmlJ<>nJ!ll Notes: Not encountered FIELD DATA I I C ! C I 1! i ! ~ ! MATERIAL REMARKS i 7 ! § ~ u DESCRIPTION Jf ~ i • f ii I t ~j ~ i -~ .I ~ ~ ~ H w C Cll ~ /!'. "' "'" ~u 0 ~~--1.5 inches asphalt concrete pavement No base course SM Bft:lwrl-Sflt}ail18-to midlUrTl -sar.d with grawl {medium dense, moist) {fill) cif' SM Brown to gray silty fine to medium sand with 118 52 1 occasional gravel and coal fragments (very I D,dclationstairnng dense, moist) (weathered glacial till) 5-r 50 ' 12 38 "' l,:, SM GraY silty fine to niedi_urri_S8~wiihQr8Y8l (~!)'-- dense, moist) (glacial till) 10-I' so11-' *Sampler ba.r'lcing on rock. bloWcount """" .... ) IL.? i ~ g I 15-r 50/4" • Increasing gravel ~ i'. I 20-•• 50/6" 5 . 1d~ t; Note: See Figure A-1 for explanation of symbols. ~ ~ • ~ Log of Boring GEl-11 ; ~ GEoENGINEER~ Project: Valley Medical Center -Medical Office Building Project j Project Location: Renton, Washington Figure A-5 Project Number: 2202-024-00 Task 200 Sheel 1 of 2 Slaa Dnlled 4/512016 Ell<! 1 Total 4/512016 Oep1h (ft) 20.9 I Logged By SJB I Gaol . D ·11 I Checked By D™ Driller og1c r1 , nc. ! P,:~~ Hollow-Stem Auger Surface Elevation (ft) Vertical Datum 86.23 Hammer Autohammer 1 , Dnlling NAVDBB Data 140 (lbs)/ 30 (in) Drop Equipment Eastmg (X) 1298928. 15 System WA State Plane.North ~ 1-Nort'-'--h-'ing"-'-'(Y,_) ____ _c1::_64c,8:::2:c0·_::19:___ ___ ...:::_D=at=um::__ _____ NAD=::8:::3~(:..::fee~t'.L) ___ _.j ~ Notes: FIELD DATA I C f j MATERIAL I I : ] .3 0 C ~ ~ DESCRIPTION I :; H j u 5 ~ J I 1 .. '& ~i l f " ~ ~ iii '" " " C,5 a AC 1.5 inches asphalt concrete pawment GP 4 inches base course Ls SM Brown/orange silty fine to coarse sand with gravel (loose to medium dense, moist) (fill) I" rn 1 Gray silty fine sand with occasiDn211 9ravel SM {medium dense, moisl) 5-I" 11 ' 17 '1 SA L"' r 29 ' Becomes we! SM Gray silty fine to medium sand wilh occasional 10-48 . gravel (dense. moist} (glacial till) :i'L-'\':, r I - ~ g 8 E 15-r " 5 Becomes very dense I ~1,....'\'-> i I i ! ~ i 2D-11,, 50/5" ' SM Gray slltyfine to medium sand (very dense, ~ moist) (Renton Formation Sandstone) i ~ Note: See Figure A-1 for explanation of symbols. ~ ' ! Log of Boring GEl-10 Diedrich D50 Track Rig Deplhto ll'illorJlll See remarks REMARKS Oxioatioostain1ng Perr:hedwater ; .! GEOENGINEER~ Project: Valley Medical Center· Medical Office Building Project l Project Location: Renton, Washington Figure A-4 3 Project Number: 2202-024-00 Task 200 Sheet 1 of 1 FIELD DATA ! C t ~ I 1 ! ! MATERIAL REMARKS i ~ DESCRIPTION l j I I 1 I, ! ~ • i! i g-* i! ! .. /!'. ~ <3iJ I w ., " Cl ' ' 25-I_ 9 50/3" 6 I -------- > • ~ ! ", ~ 2 o, . ~ 8 f i ~ ~ l I I 8 ~ i I g [ Note: See Figure A-1 for S)(planation of symbols. ' l Log of Boring GEl-9 (continued) ; ! GeoENGINEER~ Project: Valley Medical Center -Medical Office Building Project I Project Location: Renton, Washington Figure A-3 i Project Number: 2202-024-00 Task 200 Sheet2of2 Si.ct lailQ I Total 25.8 I Logged By SJB I Driller Geologic Drill, Inc. I ~~1:: Hollow-Stem Auger Drilled 4/512016 4/512016 Dep1h (ft) Checked By DTM Surface Elevation (ft) 91.83 Hammer Autohammer I Dnlling Diedrich D50 Traci< Rig Vertical Datum NAVD88 Data 140 (lbs)/ 30 (in) Drop Equipment Easting {X) 1299121.94 System WA State Plane, North 1=- Northing (Y) 165017.35 Datum NAD83 (feet) I~ Dep1h to --Noles: I See remarks FIELD DATA ! C I MATERIAL I 1 3 0 REMARKS ~ I j u ~ DESCRIPTION i ii: i i ~ ~ Ir :g_ ~] ii' ~~ ] .. ~ ~ !!!C w 0 0: u .... ""-' ~8 u:8 0 AC 1.5 inches asphalt concrete pavement GP 5.5 inches base course SM Brown to gray silty fine to coarse sand with l..Jglt OXldatioo star.1ng gravel and occasional coal fragments <f> (dense, moist) (weathered glacial till) I" 35 ' 5-I'" 50/55" ' Ml Gray safldy silt with occasional gravel (hard, 9 56 %F moist) (glacial till) I ~" i ' SM Gray silty flne to medium sand with gravel (very dense, moist) 10-I'' 90/11" ' JP Large boulder obstruction Onlling oo rock al 12 feet bgs 15-I'' 65 4 Mowd c,,,er 5 feet to complete bonng ,..," 20-r 65 ' MC Becomes wet 12 Perched water ,-,• Note: See Figure A-1 for explanation of symbols Log of Boring GEl-9 GEoENGINEER~ Project: Valley Medical Center -Medical Office Building Project Project Location: Renton, Washington Figure A-3 Project Number: 2202-024-00 Task 200 Sheet 1 of2 = End I Total 21.5 I Logged By SJB 1 Driller Geologic Drill, Inc. I Drilling HollOW'-Stem Auger Drilled 415/2016 41512016 Depth (ft) Checked By DTM , Mett,,d Surface Elevation (ft) 82.72 Hammer Autohammer Drilling Diedrich 050 Track Rig Vertical Datum NAVD88 Data 140 (lbs) 130 (in) Drop Equipment Easting (X) 1298995.48 System WA Stale Plane,North ~ Depth lo Northing (Y) 165009.65 Datum NADB3 (feet) --WilOr.Jlll -Notes: Not encountered FIELD DATA I I I 1 i I I, -. 3 g MATERIAL I i t § ~ DESCRIPTION ii i REMARKS _g I I i g-~ if " ii 1 .. ;~ i e eJ ~~ iii ic " "' "''-' ~" 0 -AC 3 inches asphalt concrete pavement GP 3 inches base course------------- SM Gray silty fine to me-dilJm sand with gravel (-.eiy dense. moist} (glacial till) ~ r 56 I 8 31 L,gitoiddabon sl.a,jning SA s--, ,2 50/6" 2 %F 5 21 ,• 10- I" " 3 Becomes with occasional gravel ~ i •, QL-;.,,tl § ; • ~ 15-I' 50/5" 4 ~ 2 i ! iL,j> I ~ I 20-r 65 s ___ L_ _ _J_ r Note: See Figure A·1 ror explanation of symbols . • ' ~ Log of Boring GEl-8 i Valley Medical Center -Medical Office Building Project ! GEOENGINEER~ Project: g Project Location: Renton, Washington Figure A-2 I Project Number: 2202-024-00 Task 200 Sheet 1 of 1 APPENDIXC BORING LOGS FROM PREVIOUS ST\JDIES Included in this section are logs from previous studies completed in the immediate vicinity of the project site: • The logs of four borings(GEl-8through GE~11) completed byGeoEngineers and presented in the Valley Medical Center FY 2017 Medical Office Building Geotechnical Report dated May 6, 2016 as task two of this study. • The log of one boring (B-1) and eight test pits (21th rough 28) completed by Converse Consultants NW in 1987 for the Valley Medical Center Garage project; • The log of one boring (B-2) completed by Converse Consultants NW in 1989 for the Valley Medical Center Garage Phase II project; • The logs of seven borings (B-1 through B-7) completed by Terra Associates in 1987 for the Valley Medical Center Office Building project; and • The logs of four borings (B-1 through B-4) and two hand augers (HA-1 and HA-2) completed by GeoEngineers in 2001 for the Warehouse Office Building project. GeoENGINEERsg ,\:;gust 2. 2016 PageC-1 APPENDIX C Boring Logs from Previous Studies APPENDIXB LABORATORY TESTING Soil samples obtained from the explorations were transported to GeoEngineers' laboratory and evaluated to confirm or modify field classifications, as well as to evaluate engineering properties of the soil samples. Representative samples were selected for laboratory testing to determine the moisture content, percent fines (material passing the U.S. No. 200 sieve) and sieve analyses. The tests were performed in general accordance with test methods of ASTM International (ASTM) or other applicable procedures. Moisture Content Moisture content tests were completed in general accordance with ASTM D 2216 for representative samples obtained from the explorations. The results of these tests are presented on the exploration logs in Appendix A at the depths at which the samples were obtained. Percent Passing U.S. No. 200 Sieve (%F) Selected samples were "washed" through the U.S. No. 200 mesh sieve to estimate the relative percentages of coarse-and fine-grained particles in the soil. The percent passing value represents the percentage by weight of the sample finer than the U.S. No. 200 sieve. These tests were conducted to verify field descriptions and to estimate the fines content for analysis purposes. The tests were conducted in accordance with ASTM D 1140. and the results are shown on the exploration logs in Appendix A at the respective sample depths. GrnENGINEER5Y August2 2016 PageB-1 APPENDIX 8 Laboratory Testing FIELD DATA ! C ! 11 C ! ] ~ ! § .§' ~ MATERIAL REMARKS C DESCRIPTION l 0 I § 1 .a .g ~ l I j I I ii 1§ ~ 0 ill iii " C!) C!lU •• 25-1 · 50/5" 7 i i L,;> I 30-110 50/4" 8 ... - ' I ! a 5 j . • , i ! ~ £ t • i • ! i • ~ I f i ~ Note: See Figure A-1 for explanation of symbols. t ~ l Log of Boring GEl-7 (continued) ~ Project: Valley Medical Center -Parking Garage Project ! GeoENGINEER~ l Project Location: Renton, Washington Figure A-8 J Project Number: 2202-024-00 Task 100 Shret2 of 2 S!on Drilled 414/2016 Surface Elevation (ft) Vertical Datum Erul 1 Total 4/412016 Depth (ft) 30.8 87 .53 Hemmer Autohammer NAVD88 Data 140 (lllo) / 30 (in) Drop Dnlling Equipment I Drilling Hollow-Stem Au-Method ::r" Diedrich D50 Track Rig Easting (X) 1299051.08 System WA State Plane.North Grm!n<lttB1ol Depth lo l'ill«.(11) i..c:North=::.:ing'-"(Y"-) ____ _:1::::65::0:::90::::·::.91.:._ __ _J.....::.D•:.:tu:.:mc._ _____ NAD8:.=..:=3'-'(c.:feet=)----I ~ Notes: I § i uj IL,~ l I ~ FIELD DATA C ! Ir ! ~ ~ ! J ! .. § I ~ ]; & .. ~ iii " ] I 0 15 5016"" 5- 1" 50 ,o-•• 50/5" ,. I" -· 20-, ,. 56 _§' I u ~:E t e e.i t!) "" -AC -- GP SM SM SM MATERIAL DESCRIPTION 2 Inches asphalt concrete pavement 1.5 inch base course ---------- Brown silty fine to coarse sand end graw! (wry dense, moist) (fill) Brown silty fine to medium sand with grayel (very dense, moist) (weathered glacial till) Gray silty finB to mediun'l-sand wi-th grawl {very dense, moist) (glacial tilt) Becomes with occasional gra~ -.. ! .::: 3j c ts u 10 "' Not encountered REMARKS "Sclmpler bouncing on rock, blowcount """""""' Oxidationstammg SlaN drilling Roogt,erdrill1ng t, Note: See Figure A-1 for explanation ofsymOOls. !i":::::===============================:: ! Log of Boring GEl-7 i•l-----------------.....;:;__ ___ :;_ _________________ --1 l. GEO ENGINEERS a :;~:::::Location: ~:~::n~:~:li~~:~er-Parking Garage Projec~igure A-8 ~ Project Number: 2202--024-00 Task 100 Sheet 1 or2 S!ar! Em! I Total 21.5 I Logged By SJB ! Driller Geologic Drill, Inc. i e.;.(';:',~ Hollow-Stem Auger Dnlled 4/4/2016 414/2016 Depth (ft) Checked By DTM ----··- ! Hammer Surface Elevation (ft} 75.8 Autohammer Drilling Diedrich 050 Traci< Rig Vertical Datum NAVD88 ' Data 140 (lbs)/ 30 (in) Drop Equipment Easting (X) 1298925.69 System WA State Plane,North =-Northing (Y) 165180.99 Datum NAD83 (feet) Depth to ~ l'lller1l!l ~ Notes: Not encountered FIELD DATA l C ! 11 I al ! .§' ! MATERIAL REMARKS ~ 'i l i • 1 u DESCRIPTION ~i i 1 § " t r; d ~ ~ .! ~ H w 0 Q'. in J Cl ClU 0 -AC 3 inches asphalt concrete pawi:n~nl '" --GP 2 inches base course SM Brown silty fine to medium sand with gravel (medium dense, moisl) (fill) I r 29 ' SM Brown silty fine to medium sand With Oicki.atlonsta1ning occasional gravel (medium dense, moisl) (weathered glacial till) ! ,-r 36 ' SM Gra"y silty fine to medium sand with occasional 10 39 %F grave! (dense, moist) (glacial till) ,, I' 37 ' ,a-r 52 . Becomes very dense Jo" ; ,s-r 75 5 ,µ!' 20-r 65 ' Increasing gra>Jel content ~"' -Note: See Figure A-1 for explanabon of symbols ~ ~ ~ Log of Boring GEl-6 ~ Project: Valley Medical Center -Parking Garage Project ! GEOENGINEER~ Project Location: Renton, Washington Figure A-7 Project Number: 2202-024-00 Task 100 Sheet 1 of 1 FIELD DATA I C l i, C MATERIAL ! l ] 1 _§' ~I ~ l REMARKS ~ I i DESCRIPTION ,::: ii £ ~ ~ l I 6; u ~~ iir ~ ~ .:8 iii C 0: iii ;: au ._,~ SM While to llghl gray silty fine to medium sand (~ dense, moist} {Renton Fonnation 25-rs 50/5.S" 7 Sandstone) ~," 30-110 50/4" ' L,,<, , ~ 35-110 5014" ' ! ~ 0 . • I • ~ I ~ ~ I < • I ~ ~ I I Note: See Figure A·1 for explanation of symbols. ~ l Log of Boring GEl-5 (continued) I ! GEOENGINEER~ Project: Valley Medical Center -Parking Garage Project l Project Location: Renton, Washington Figure A-6 ! Project Number: 2202--024-00 Task 100 Sheet 2 of2 = ~ I Total 35.8 I ~::! ~y ~ I Driller Geologic Drill, lnc. I Dnlling Hollow-Stem Auger Drilled 4/412016 414/2016 Depth (ft) I Method Surface Elevation (ft) 98.02 I Hammer Autohammer Drilling Diedrich 050 Traci< Rig Vertical Datum NAVD88 Data 140 (lbs)/ 30 (in) Drop Equipment Easting (X) 1299210.26 System WA State Plane.North =-Northing (Y) 165309.34 Datum NAD83 (feet) Depth to --l'ial!>r.Jl1l -Notes: Not encountered FIELD DATA ! I [ t 11 I ! 3 g MATERIAL I 1 i ~ DESCRIPTION i l REMARKS _g I u ~ t ~ 8 j ~] E li~ w I'! I If. in 8 "' CJU ~8 0 GP 1 inch crushed gra...el surfacing (parking lot SM surface) Brown silty fine to medium sand with gra~I and trace organic debris (roots/'NOOCI) (loose to medium dense, moist) (fill) I' 1D , <I' 5 r 6 ' I I --- SM Brown silty fine to medium sand with ' Li' I" ,, ' occasional gravel (medium dense, moist) 1' 35 Q.odation sla1ning %f (weathered glacial till) I ,a-I" " 4A Becomes bf'owmsh orange 48 SM Gray silty fine to medium-5and with occasional gravel (medium dense, moist) (glacial till) L,,o, Becomes very dense I '5-r 2111.5 • 7 24 Sitt lenses %f I Lfr -20-r 56 6 ~ ~ Nole: See Figure A·1 for explanation of symbols. Ii 2 ! Log of Boring GEl-5 ; Project: Valley Medical Center -Parking Garage Project j GEOENGINEER~ i Project location: Renton, Washington Figure A-6 i Project Number: 2202-024-00 Task 100 Sheet 1 of2 ll!l!!l 4~016 i 6~~~ (ft) 15.5 \ Logged By S.JB [ Driller Geologic Drill, Inc. I :~ Hollow-Stem Auger Drilled 414/2016 Checked By DTM Surface Elevation (ft) 96.7 Hammer Autohammer Drilling Diedrich 050 Track Rig Vertical Datum NAVD88 Dala 140 (lbs) 130 (in) Drop Equipment Easting (X) 1299202 System WA State P1ane,North ~ Depth lo Northing (Y) 165242.05 Datum NAD83 (feet) ~ \'iiloLllll .iml<mllll Notes: Not enc.ountered FIELD DATA I g ! 11 :§ I i ! ! 3 MATERIAL REMARKS 5 i I B DESCRIPTION 'j l l I g.~ •= " l i ~ i H .. e~ ~~ iii C 0: '-' <.OU 0 GP 1 inch crushed grawl surfacing (parking lat SM surface) Brown silty fine to medium san<f with gravel ~ (loose. moist) (fill) r 6 ' 20 49 "' 5-]" 9 2 Pe,chedwai,,, ,f> ML Gray to brown silt with sand (medium s-llff.---r 6 3A molsttowet} Olodetioostammg ~ 3B I -- i rn-r 2<J 4A SM-e---Gray silty fi08 to medium sand with gravel .. (medium dense, moisl) (weathered giacial ~. till) ~ L,t, g J' "' 5 ~ SM -Gray Silty fine to medium saricfwiih gravel ~ (dense to -.,,ry dense, moist) (glacial till) I I i 15-• 3 5013• • Obstruction encountered Boongcouldn:itbei!ld\oallcedlurther;pradic:al -------------- ~ I . I ! ~ i 8 ffi ! Note: See Figure A~1 for explanation of symbols i l Log of Boring GEl-4 & Valley Medical Center -Parking Garage Project ! GEoENGINEER~ Project: I Project Location: Renton, Washington Figure A-5 ! Project Number: 2202-024-00 Task 100 Sheet 1 of 1 FIELD DATA I ~ I I 11 C I ,! ! ~ I _§' ~ MATERIAL I REMARKS ~ j j f g.~ DESCRIPTION i ' j ! § ! ~ ~ e ~ j ! I:!'. iii " c,(3 u: I µ," 25-I' " 8 Transitioned to sandier I~ lP ! I I 30-r " 9 ' ---I Note: See Figure A-1 for explanation or symbols. Log of Boring GEl-3 (continued) GEoENGINEER~ Project: Valley Medical Center -Parl<ing Garage Project Project Location: Renton, Washington Figure A-4 Project Number: 2202-024-00 Task 1 00 Sheet 2 of 2 Slilrl Em I Total 31.5 I Logged By SJB I Geolog. D ·11 I I :~ Hollav,,,.Stem Auger Drilled 414/2016 414/2016 Depth (ft) Checked By DTM Driller IC n ' nc. Surface Elevation (ft) 87.92 I Hammer Autohammer Drilllng Diedrich D50 Track Rig Vertical Datum NAVD88 Data 140 (lbs)/ 30 (in) Droo Equipment Easting (X) 1299048.22 I System WA State Plane.North ~ Depth to Northing (Y) 165275.15 \ Datum NAD83 (feet) ~ Wl1oLIJll -Notes: See remarks FIELD DATA ! ;[ i 11 i 1 .3 i MATERIAL I ! ] i .. DESCRIPTION Cj: l REMARKS 1\l ! l I §-" •= " l ~ I el u -~ 0 ~ ~-jjj :s "' u " "" u:8 0 GP 1.5 inches crushed gravel surfacing (parking lot SM surface) Brown silty fine to rtledlum sand with gravel (very loose to medium dense, moist) (fill) µ:, r 3 1 20 Qange moWing MC s-r 25 2 With occsaional gravel and occas1onal coal We1 sampler fragments _,,, r 12 3 Grades to gray ~ I SM ---Gray silty fine to medium sand with occasional r 10-I' 50/3" 4 gravel (dense tQ very dense, moist) {glacial ~ till) . b i! r .. 5 i ,~ ~ t I • 15-l' B4 6 t ! ~ I ,~ ' I ' 20-r " 7 I ! Note: See Figure A-1 for e,cplanation of symbols. i ! Log of Boring GEl-3 j ! GEoENGINEER~ Project: Valley Medical Center -Parking Garage Project j Project Location: Renton, Washington FigureA-4 Project Number: 2202-024-00 Task 100 Sheet 1 of2 FIELD DATA I I I I ! ii C MATERIAL ll I I ! _g a g ~ ~ u ii DESCRIPTION REMARKS i i 1 ] j I t. ~l "' ! I • ~ .. ~ H w C a: in " "' "'" SM White to light gray silty fine to medium sand wtth interbedded black c.oa! (...ery dense. moist) (Renlon Formation Sandstone) ~ 25- I" 61 8 I I I I ! I I I ! ML Gray to brown silt with trace interbeds of black I i coal (hard, dry) L@ " .. I"',~,,-9 ! < I ' Nole: See Figure A-1 for explanation of symbols Log of Boring GEl-2 (continued) GEoENGINEER~ Project: Valley Medical Center -Parking Garage Project Project Location: Renton, Washington Figure A-3 Project Number: 2202-024-00 Task 100 Sheet 2 of 2 li!orl fm:t 1 Total 31 I Logged By SJB I Driller Geologic Drill, Inc. l ~~I~ Hollow-Stem Auger Drilled 4/4/2016 41412016 Depth (ft) . Checked By DTM SUrface Elevation (fl) 90.28 Hammer Autohammer Drilling Diedrich D50 Track Rig Ver1ical Datum NAVD88 Oata 140 (lbs) I 30 (in) Drop Equipment Easting (X) 1299094.03 S,Stem WA State Plane.North ~ Depth lo Northing (Y) 165403.44 Datum NAD83 (feet) llal!!.-.-ll'lllo!.JllJ -Notes: See remarks FIELD DATA I ! C l J ! ¥ 1 1 .§' MATERIAL ;.! REMARKS i ~ J u DESCRIPTION •= l §_ ~ ~ 1 Ir .!i t. 3C di j d ~ ~ 1§. .. ~ ~ s el! ui ., " "'" ., 0 GP 1 inch crushed gravel surfacing (parking lot SM surface) srown silty fine to medium sand with gfavel and organics (medium dense, moist} (fill) I' 19 1 O:iddatJon staining'orange mottling. till-fill L,1> 5-r 27 2 SM Brown silty fine to medium sand with gravel C>,aclatlonstaining (medium dense. moist) I I' 5013-3 "Blowcount O\ier!llattld, sampler bot.ncing on rock di.ring sampling ~ Becomes gray ~ ~ :;[__.p 10-,,. ,, • 14 34 § %F ~ 8 I I" 14 5 WafM in sampler ~ ~ --t Ml Gray silty fine to medium sand with occasional ! gravel (very dense, we!) (glacial till) iL._"'°J 15- I" 75 6 i ~ ! I I ,~ 20- I" 54 1 Becomes moist ! ffi r '1 Note: See Figure A-1 for explanation of symbols. ~ ~ ~ Log of Boring GEl-2 ; j GEoENGINEERs.9' Project: Valley Medical Center -Parking Garage Project j Project Location: Renton, Washington Figure A-3 Project Number: 2202-024-00 Task 100 Sheet 1 of 2 FIELD DATA ! ! C l i, C ! ~ ! ~ .Q MATERIAL ~ i " DESCRIPTION t t REMARKS g ~ J i i g-~ ~ t I J a ,3 ~ .. ~ a~ 1~ w iii " "' SM White to light gray fine to medium sand (very dense, moist) (Renton Formation !;)mOOO"lefdriflrng a1 ll. ee1 Sandstone) 25- I" 83/11" 7 r dl' I . . ~ z l ! i I ~ , . ~ . I ~ ; ~ Nate: See Figure A·1 for explanation of S',fflbols. ~ ~ ! Log of Boring GEl-1 (continued) ~ Project: Valley Medical Center -Parking Garage Project ~ GeoENGINEER~ j Project Location: Renton, Washington Figure A-2 Project Number: 2202-024-00 Task 100 Sheet2of2 SliHl End I Total 26.5 1 ;;::s~ ~ -l Driller Geologic Drill, Inc. I Drilling Hollcm-Stem Auger Drilled 41412016 4/412016 Depth (ft) Melt'<ld surface Elevation (ft) 76.39 I Hammer Autohammer Drilling Diedrich D50 Track Rig Vertical Datum NAVD88 Data 140 (lbs) 130 (in) Drop Equipment Easting (X) 1298928.83 1 System WA State Plane.North ~ Oeplhtc NorthingM 165386.17 i Datum NAD63 (feet) ~ \'lolo!.lro ~ Noles: Not encountered FIELD DATA ! ! :[ i I, J ! ! ! §' MATERIAL t i i DESCRIPTION 'i: l REMARKS .. j i ii ~ ! ~ ! e~ H ~ • e H w 0: iii u ;:: "' C.,t) D -AC J Inches asphalt concrete pavement GP 3 -irlches bSse course ,~ SM Brown silty fine to medium sand with grawtl (medium dense, moist} (fill) Ml Brown to gray sandy silt (sttff. mo1sl) ! I" 14 1" 35 53 ' %F '" SM Brown silty fine to medium sand {medium dense, moist) 5-r 13 ' With occasional grawl Oxldationsta1nmg,btl-fill LOO SM Gray silty fine to medium sand with gravel r· 22 ' (medium dense. moisl) (weathered glacial 13 46 "' 1111) ; ! ~ SM Gray silty fine to medium sand with gravel (very 10-r 66 4 dense, moist) (glacial till) ~ !,~ I I I I ~ ~ t i~ 15-l' BSJ11" 5 I ~ • I I 20-r 71 6 IL~ 8 ffi l ____ -- I Note: See Figure A-1 for e;q::ilanalion of symbols. ! Log of Boring GEl-1 ; Valley Medical Center -Parking Garage Project l GEoENGINEER~ Project: ! Project Location: Renton, Washington Figure A-2 Project Number: 2202-024-00 Task 100 Sheet 1 of2 COARSE GRAINED SOILS FINE GRAINED SOILS SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS . GRAPH I LETTER TYPICAL DESCRIPTIONS GRAVEL AND GRAVEU.Y SOILS SAND AND SANDY SOILS MORE THAN SO% %~J_E 1'"'5SIP.G.'IQ ~ SlfV~ SILTS AND CLAYS SILTS AND CLAYS CLEAN GRAVELS ! GW GP WELL-GRADED GRAVE.LS, GRAVEL -SAND MIXTURES POORL Ya.GRADED GRAVELS. GRAVEL• SAND MIXTURES GRAVELS WITH GM SILTY GRAVELS GRAVEL· SAND FfNES =---~--~-----'_'"_"_'>mJ_R_es ____ 1 >A?PRECJJ!UAMOlJ<IT, Of' i'IN~SI CLEAN SANOS SANDSW!TH FINES (-"J'P'l[(;'Alll[""'Qo.NT QFi'M"S, ' lHJUIO~IM1T lfSSTkAN~ LIQlJIOUMIT GRE>.TE~ THAJ,1 ~ GC SW SP SM SC ML OL CH OH WELL•GRADEO SANOS. GRAVELL V SANOS POORL Y-GRAOED SM:DS GRAVELLY SANO SIL TY SANOS, SAND -SILT MIXTURES Cl.AVEY SANOS. SAND -Cl.A"' MIXlURES INORGAAIC SIL TS ROCI< FLOUR. CLAYEY SIL TS WITH SUGHTPi.ASTICITV OR~NIC SIL TS AAD ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC CLAYS OF HIGH PlASTICr'TY ORGANIC CLAYS ANO SILTS OF "EOIUM TO H!GH PLASTICITY HIGHLY ORGANIC SOILS PT ~~ H~~~~~P SOILS CONTENTS NOTE: Muniple symbols are used to indicate borderline or dual soil classifications Sampler Symbol Descriptions [] 2.4--inch 1.0. split barrel [] Standard Penetration Test (SPT) • Shelby tube ~ Piston [J Direct-Push D Sulk or grab ~ Continuous Coring Slowcount Is recorded for driven samplers as the number of blows required to advance sampler 12 Inches (or distance noted}. See exploration log for hammer weight and drop. A "P" indicates sampler pushed using the weight of the drill rig. A 'WOH" Indicates sampler pushed using the weight of the hammer. ADDITIONAL MATERIAL SYMBOLS - %F 'YoG AL CA CP cs DS HA MC MD OC PM Pl pp PPM SA TX UC vs NS ss MS HS NT TYPICAL DESCRIPTIONS AC Asphalt Concrete cc CR TS Cement Concrete Crushed Rock/ 1 Quarry Spalls Topsoil/ Forest Duff/Sod Groundwater Contact Measured groundwater level in exploration, well, or piezometer Measured free product in well or plezometer Graphic Log Contact Distinct contact between soil strata Approximate contact between soil strata Material Description Contact Contact between geologic units Contact between soil of the same geologic unit Laboratory/ Field Tests Percent fines Percent gravel Atterberg llmlts Chemical analysis Laboratory compaction test Consolldatlon test Direct shear Hydrometer analysis Moisture content Moisture content and dry density Organic content Permeability or hydraulic conductivity Plasticity index Pocket panetrometer Parts per million Siave analysis Triaxial compression Unconfined compression Vane shear Sheen Classification No Visible Sheen Slight Sheen Moderate Sheen Heavy Sheen Not Tested NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be representative of subsurface conditions at other locations or times. KEY TO EXPLORATION LOGS GEOENGINEER~ FIGUREA-1 Rev. 02/16 APPENDIX A FIELD EXPLORATIONS Subsurface conditions were explored at the site by drilling seven borings (GEl-1 through GEl-7). The bori1g; were completed to depths of approximately 15'12 to 353/4 feet below existing site grades. The borings were completed by Geologic Drill, Inc. on April 4, 2016. The locations of the explorations were surveyed by Bush Reed & Hitchings, Inc. as part of the general project survey. The exploration locations are shown on the Site Plan, Figure 2. Borings The borings were completed using track-mounted, continuous-flight, hollow-stem auger drilling equipment owned and operated by Geologic Drill, Inc. of Spokane, Washington. The borings were continuously monitored by a geotechnical engineer or geologist from our firm who examined and classified the soils encountered, obtained representative soil samples, observed groundwater conditions and prepared a detailed log of each exploration. The soils encountered in the borings were generally sampled at 2Y,-and 5-foot vertical intervals with a 2-inch outside diameter split-barrel standard penetration test (SPT) sampler. The disturbed samples were obtained by driving the sampler 18 inches into the soil with a 140-pound automatic hammer free-falling 30 inches. The number of blows required for each 6 inches of penetration was recorded. The blow count ("N-value") of the soil was calculated as the number of blows required for the final 12 inches of penetration. This resistance, or N-value, provides a measure of the relative density of granular soils and the relative consistency of cohesive soils. Where very dense soil conditions precluded driving the full 18 inches, the penetration resistance for the partial penetration was entered on the logs. The blow counts are shown on the boring logs at the respective sample depths. Soils encountered in the borings were visually classified in general accordance with the classification system described in Figure A-1. A key to the boring log symbols is also presented in Figure A-1. The logs of the borings are presented in Figures A-2 through A-8. The boring logs are based on our interpretation of the field and laboratory data and indicate the various types of soils and groundwater conditions encountered. The logs also indicate the depths at which these soils or their characteristics change, although the change may actually be gradual. If the change occurred between samples, it was interpreted. The densities noted on the boring logs are based on the blow count data obtained in the borings and judgment based on the conditions encountered. Observations of groundwater conditions were made during drilling. The groundwater conditions encountered during drilling are presented on the boring logs. Groundwater conditions observed during drilling represent a short-term condition and may or may not be representative of the long-term groundwater conditions at the site. Groundwater conditions observed during drilling should be considered approximate. GEOENGINEERsg August 2.2016 Page A-1 APPENDIX A Field Explorations SUO(ieJOldX3 Pl8!.:I VXION3ddV APPENDIX A FIELD EXPLORATIONS Subsurface conditions were explored at the site by drilling four borings (GEl-8 through GEl-11). The borings were completed to depths of approximately 21 to 261h feet below existing site grades. The borings were completed by Geologic Drill, Inc. on April 5, 2016. The locations of the explorations were surveyed by Bush Roed & Hitchings, Inc. as part of the general project survey. The exploration locations are shown on the Site Plan, Figure 2. Borings The borings were completed using track-mounted, continuous-flight, hollow-stem auger drilling equipment, owned and operated by Geologic Drill, Inc. of Spokane, Washington. The borings were continuously monitored by a geotechnical engineer or geologist from our firm who examined and classified the soils encountered, obtained representative soil samples, observed groundwater conditions and prepared a detailed log of each exploration. The soils encountered in the borings were generally sampled at 2'12-and 5-foot vertical intervals with a 2-inch outside diameter split-barrel standard penetration test (SPT) sampler. The disturbed samples were obtained by driving the sampler 18 inches into the soil with a 140-pound automatic hammer free-falling 30 inches. The number of blows required for each 6 inches of penetration was recorded. The blow count ("N-value') of the soil was calculated as the number of blows required for the final 12 inches of penetration. This resistance, or N-value, provides a measure of the relative density of granular soils and the relative consistency of cohesive soils. Where very dense soil conditions precluded driving the full 18 inches, the penetration resistance for the partial penetration was entered on the logs. The blow counts are shown on the boring logs at the respective sample depths. Soils encountered in the borings were visually classified in general accordance with the classification system described in Figure A-1. A key to the boring log symbols is also presented in Figure A-1. The logs of the borings are presented in Figures A-2 through A-5. The boring logs are based on our interpretation of the field and laboratory data and indicate the various types of soils and groundwater conditions encountered. The logs also indicate the depths at which these soils or their characteristics change, although the change may actually be gradual. If the change occurred between samples, it was interpreted. The densities noted on the boring logs are based on the blow count data obtained in the borings and judgment based on the conditions encountered. Observations of groundwater conditions were made during drilling. The groundwater conditions encountered during drilling are presented on the boring logs. Groundwater conditions observed during drilling represent a short-term condition and may or may not be representative of the long-term groundwater conditions at the site. Groundwater conditions observed during drilling should be considered approximate. GEOENGINEERsy SL1 pte-mt1l'r Hl. }016 P;ige A.-1 SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS ' GRAPHLETTER TYPICAL DESCRIPTIONS COARSE GRAINED SOILS I.IORETI-1,1,,NM ... RET,IJNEDON'IO :rooSIEVE FINE GRAINED SOILS ~RET1-U\N50°" PASS,NGNO 200 $,IF.VE GRAVEL ANO GRAVELLY SOILS IKIRf lt<AN,l,l;l'!. RE;{iE,~Eoo SAND ANO SANDY SOILS W)Rf THAN5oll"4 OFCO>.RSE FRACTION PASSING NO 4 SIEVE SILTS ANO CLAYS SILTS ANO CLAYS CLEAN GRAVELS GRAVELS WITH FINES (,IJ'?~E<;"'6L£.o.r.,ov,,rT :' 0~ Hf.lfcSI CLEAN SANOS SANDS WITH FINES L~~1i;<~~I~ LJQU1Dll~IT GREATERTHA.!,iM GW GP GM GC SW SP SM SC ML CL OL MH CH OH WELL-GRADED GRAvas, GRAVEL· SAND MIXTURES POORL Y-GRAOEO GRAVELS, GRAVEL -SAND t.41XTIJRES SIL TY GRAVELS GRAVEL -SANO -Sil T MIXTURES CLAYEY GRAVELS GAAVl:;L - SANO-CLAY MIXTURES WELL-GRADED SANOS GRAVELLY SANOS POORLY-GRADED SANDS. GRAVELLY SA.NO Sil TY SANOS, SAND • SILT MIXTURES CLAYEY SANOS. SAND. CLAY l.11XTUFIES INORGANIC SILTS. ROCK FLOUR. CLAYEY SIL TS WITH SLIGHT PLASTICITY -·-INORGANIC ClAYiOFLOW r·o MEDlUM PLASTICITY, GRAVELLY CLAYS. SANDV CLAYS. SILTY CLAYS_. LEAN CLAYS ORGANIC SIL TS AND ORGANIC SILrYCLAYSOFLOW PLASTICfN INORGANIC SlL TS, i.!!CACEOUS OR OlATOW>.CEOUS S~ TY SOILS ---- INORGANIC CLAYS OF HIGH PLASTICITY ORGANIC CLAYS ANO SIL TS OF MEDIUM TO HIGH PLASTICITY HIGHLY ORGANIC SOILS PT PEAT HUMUS. SWAMP SOILS WlTH HIGH ORGANIC CONTENTS NOTE: Mult1p!e symbols are used to indicate borderline or dual soil class1ficat1ons Sampler Symbol Descriptions [lJ 2.4-inch 1.0. split barrel [I Standard Penetration Test (SPn • Shelby tube ~ Piston I] Direct-Push D Bulk or grab D Continuous Coring Blowcount Is recorded for driven samplers as the number of blows required to advance sampler 12 inches (or distance noted). See exploration log for hammer weight and drop. A "P" Indicates sampler pushed using the weight of the drill rig. A "WOH" Indicates sampler pushed using the weight of the hammer. ADDITIONAL MATERIAL SYMBOLS TYPICAL LETTER I DESCRIPTIONS AC Asphalt Concrete cc Cement Concrete .. CR Crushed Rock/ I Quarry Spa!ls TS I : L.__j_ I Topsoil/ Fores! Duff/Sod T - / %F %G AL CA CP cs DS HA MC MD QC PM Pl pp PPM SA TX UC VS NS ss MS HS NT Groundwater Contact Measured groundwater level in exploration, well, or piezometer Measured free product in well or piezometer Graphic Log Contact Distinct contact between soil strata Approximate contact between soil strata Material Description Contact Contact between geologic units Contact between soil of the same geologic unit Laboratory/ Field Tests Percent fines Percent gravel Atterberg limits Chemical analysis Laboratory compaction test Consolidation test Direct shear Hydrometer analysis Moisture content Moisture content and dry density Organic content Permeability or hydraulic conductivity Plasticity index Pocket penetrometer Parts per million Sieve analysis Triaxlal compression Unconfined compression Vane shear Sheen Classification No Visible Sheen Slight Shoen Moderate Sheen Heavy Sheen Not Tested NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be representative of subsurface conditions at other locations or times. KEY TO EXPLORATION LOGS GEOENGINEER~ FIGURE A-1 Rev. 02116 filor! Emf 1 Total 21.5 l ~=: ~ 1 Driller GeologicDrill,lnc. [ :~ 1 :: Hollow-Stem Auger Dnl!ed 4/5/2016 41512016 Depth (ft) Surface Elevation (ft) 82.72 I Hammer Autohammer Drilling Diednch 050 Track Rig Vertical Datum NAVD88 Data 140 (lbs)/ 30 (in) Drop Equipment Easting (X) 1298995.48 I S~tem WA State P1ane,North =-Northing (Y) 165009.65 Datum NAD83 (feet) Depth to --l'iillUl!l ElmliMJl!l Notes: Not encountered FIELD DATA I I I C t 11 C I ! ~ l • 8' ~! MATERIAL _I -REMARKS g i ~ ~ DESCRIPTION e~i ~I ... . i ...J .=?: i % I I .. • a ·~ ~j, ..,§ I ~ & • e e • HHi w <ii s:" <.>u 0 -AC 3 inches asphalt concrete pawment GP 3 inchEIS_b_a"se course SM Gray silty fine to medium sand 'Nith gravel (very dense, moist) (glacial till) * r 56 , SA a 31 ~ oxidation staming ,-I" 50/6" ' %F 5 21 '-'" I 10- I" 73 J Becomes with occasional gra'A31 ' ! ' a ~ L-'\~ ~ . a i ! ,s-•• 50/5" 4 ' 1 i • i'-sl> i ~ I 20 r 65 5 I --- I Note: See Figure A-1 for e,t,planalion of symbols. ' ! Log of Boring GEl-8 j Project: Valley Medical Center· Medical Office Building Project ! GEOENGINEER~ I Project Location: Renton, Washington Figure A-2 Project Number: 2202-024-00 Task 200 Sheet1 of1 SJml .End. I Total 25.8 I Logged By ~ I Driller Geologic Drill, Inc. I Drilling Hollow-Stem Auger Dnlled 4/5/2016 415/2016 Depth (ft) Checked By Method Surface Elevation (ft) 91.83 I Hammer Autohammer I Drilhng Diedrich D50 Track Rig Vertical Datum NAVD88 1 Data 140 (lbs)/ 30 (;n) Drop Equipment Easting (X) 1299121.94 System WA State Plane.North ,=-or Dep1hlo Northing (Y) 165017.35 Datum NAD83 (feet) ~ l'l.ilw.Jnl -Notes: I See remarks FIELD DATA I I j g ! j 11 C MATERIAL I ] ! g i i REMARKS al I ] DESCRIPTION § m i 1 Hd l i ! i j .si -& g-·~ 8 . ~ 2• w i:, a, ;: C, c,a 0 AC 1.5 inches asphalt concrete pavement GP 5.5 inches base course SM Brown to gray silty fine to coarse sand with Light oxidatioo stam1ng gravel and occasional coal fragments ~"' (dense. moist) {weathered glacial TIii) r 35 , ,-I'" 50J55" ' ML Gray sandy silt with occasional gravel (hard, 9 56 %F moist) (glacial till) ,? ! ' SM Gray silty fine to medium sand with gravel (1.1ery dense, moist) ~o-r 90J11" 3 , Iµ? Large boulder obstruction Dnlhng on rock at 12 feel bgs I ~ ~ I I g I I 15-r 65 4 ~ mer 5 feel: to complete tx,nng ' ~ L-~ ! ! ~ , ~ I ,,_ r 65 ' Becomes we! 12 Perched water MC ' 0 1-,· I I ~ Note: See Figure A-1 for explanallon of symbols. ~ ' ~ Log of Boring GEl-9 i ~ GEoENGINEER~ Project: Valley Medical Center -Medical Office Building Project t Project Location: Renton, Washington i Figure A-3 Project Number: 2202-024-00 Task 200 Sheet 1 of 2 FIELD DATA I i C ! I ! 3 § MATERIAL REMARKS Jl ¥ ~ j 5 DESCRIPTION 1 f 1 ! l I, i ~~ i ! ~ 8 /'!. E e.,, w -" a: "' <!)<.) ! 25-I' 50/3" • I -- ' l i ' I I . ' ~ I ' 1 i i I i ~ I ' I ~ Nate: See Figure A-1 for eiq:,lanation of symbols. ; ' ! Log of Boring GEl-9 (continued) j ! GEoENGINEER~ Project: Valley Medical Center· Medical Office Building Project ! Project Location: Renton, Washington Figure A-3 J Project Number: 2202..()24-00 Task 200 Sheet2of2 = En.d I Total 20.9 I Logged By SJB I Driller Geolcgic Drill, Inc. ! ~~1:~ Hollow.stem Auger Dnlled 4/5/2016 415/2016 Depth (fl) Checked By OTM ·-- Surface Elevation (fl) 86.23 l Hammer Autohammer ' Drilling DiOOrich D50 Track Rig Vertical Datum NAVD88 Data 140 (lbs)/ 30 (in) Drop i Equipment - Easting (X) 1298928.15 I System WA State Plane.North =-Depth ta Northing (Y) 164820. 19 Datum NAD83 (feet) --\lcalfill\l ~ Notes: See remarks FIELD DATA I I ~ I ... j C MATERIAL ~I ~ ! 1 3 I REMARKS ¥ g DESCRIPTION ;, g "1ii ~ 1 I .!!I~ 1 n .ii ~ ~ ~ 0 u ti ! s ~ ~ ~a, iii C a'. 1ii " C,U ~" C AC 1.5 inches asphalt concrete pavemenl GP 4 inches base course L,:o SM Brown/orange silty fine lo coarse sand with gravel (loose to medium dense. moist) (fill) r 10 1 Oidda1ioo staining SM Gray Silty fine sand with occasional gravel I (medium dense, moist) 5-r 11 ' 17 I 41 SA I .$' ' r 29 ' Becomes wet I Perchod water SM Gray silty flne to medium sand with ociaslonal 10-r 48 . gravel (dense, moist) (glacial UII) ~ 1-"\~ ! ~ I I . I I i 15-r 62 5 Becomes ve.ry dense I ' ~ ~ ,o t i ! ~ I 20-J 11 50/5" 6 SM Gray silty fine to medium s.ar.d (veiyde-nse, i -moist) (Renton Formation Sandstone) Note: See Figure A-1 for e>:planation of symbols. I ' ! Log of Boring GEl-10 ; ! GeoENGINEER~ Project: Valley Medical Center -Medical Office Building Project i Project Location: Renton, Washington i Figure A-4 Project Number: 2202-024-00 Task 200 Sheet 1 of 1 = ~ I Total 26.5 I c': "; ~ I Orille, Geologic Drill. Inc. I :~ Hollo.v-stem Auger Drilled 41512016 4/512016 Depth (ft) Surface Elevation (ft) 91.62 I Hammer Autohammer Drilling Diedrich D50 Track Rig Vertical Datum NAVD88 Deta 140 (lbs) 130 (in) Drop Equipment Easting (X) 1299044.81 System WA State Plane,North ~ De-pinto Northing (Y) 164830.36 Datum NAD83(feet) -l'.lltOt1l!l ~ Notes: Not encountered FIELD DATA ! C 1 j i MATERIAL j "i I .§' REMARKS i ~ 1 "'11' DESCRIPTION ;, i £ 1 i ~i e::-1i .!i ~ j ~ .. u it ~ ,ll~ e c3u iii C £ a: iii u "' ~8 0 ACO 1.5 inches asphalt concrete pavement No base""""" SM Brown silty fine to medium sand with Qrave! (medium dense, moist) (fill) ~"' SM Brown to gray silty finf:!-io niedlurTI Sand wllh r 52 \ occasional gra~ and c:oal fragments (very Cmdatiooslalning dense, moist) (weathered glacial till) 5-r 50 ' 12 38 %F u I Grayiifty-fine to medium sand with gravel {very ' SM I dense, moist) (glacial till) ,o-ri 7 5011"" 3 I *Sampler boi.nclr,g on rock. bloWcount I """""""' ' 1·l..,p ' I ;_ l ; i . ' i ! 15-110 50/4" 4 Increasing gravel 1 i ~ .... ~ l ' i l ' i ; ! .,_ 1 · 5016" 5 I i I ~ ~~ I ! ! Note: See FigureA-1 for explanation of symbols. ' ~ Log of Boring GEl-11 ! Project: Valley Medical Center -Medical Office Building Project ! GEOENGINEER~ i Project Location: Renton, Washington Figure A-5 Project Number: 2202-024-00 Task 200 Sheet 1 of2 FIELD DATA i ~ I Ii i MATERIAL ~ ! -. ll' ;; REMARKS C ¥ ~ ~ ~ DESCRIPTION 0 i I g.~ ~ii .. 1 1 .. ffi ~ ~ . ~ ei ia1~ I ui C C ,: iii ;: "' "'" With mterbeds of coarse sand and trace gravel 25-, ,, 41 6 I Note· See Figure A~ 1 for explanation of symbols. Log of Boring GEl-11 (continued) GEOENGINEER~ Project: Valley Medical Center -Medical Office Building Project Project Location: Renton, Washington Figure A-5 Project Number: 2202-024-00 Task 200 Sheet 2 of 2 APPENDIX B Laboratory Testing APPENDIX B LABORATORY TESTING Soil samples obtained from the explorations were transported to GeoEngineers' laboratory and evaluated to confirm or modify field classifications, as well as to evaluate engineering properties of the soil samples. Representative samples were selected for laboratory testing to determine the moisture content, percent fines (material passing the U.S. No. 200 sieve) and sieve analyses. The tests were performed in general accordance with test methods of ASTM International (ASTM) or other applicable procedures. Moisture Content Moisture content tests were completed in general accordance with ASTM D 2216 for representative samples obtained from the explorations. The results of these tests are presented on the exploration logs in Appendix A at the depths at which the samples were obtained. Percent Passing U.S. No. 200 Sieve (%F) Selected samples were "washed" through the U.S. No. 200 mesh sieve to estimate the relative percentages of coarse-and fine-grained particles in the soil. The percent passing value represents the percentage by weight of the sample finer than the U.S. No. 200 sieve. These tests were conducted to verify field descriptions and to estimate the fines content for analysis purposes. The tests were conducted in accordance with ASTM D 1140, and the results are shown on the exploration logs in Appendix A at the respective sample depths. Sieve Analyses Sieve analyses were performed on selected samples in general accordance with ASTM D 422. The wet sieve analysis method was used to determine the percentage of soil greater than the U.S. No. 200 mesh sieve. The results of the sieve analyses were plotted, and were classified in general accordance with the Unified Soil Classification System and are presented in Figure B-1. It should be noted that the sieve analyses were performed on soils obtained from samplers that have an opening size of 1 Y2 inches, so larger sized particles can't be obtained by the samplers. Therefore, the sieve results do not account for soil particles that are larger than 1 Y, inches. Soils with larger sized materials are described in this report qualitatively based on visual observations and experience on projects where excavations were made into similar formations. GEOENGINEERs_Q St:ptembe· 1S 2015 P)griB-1 G) < m ~ 0 t m s:: z ~ " c;· IJ) -~ m· z () < ffl ::0 CD ID m ro;?. )> ::zJ ::, CD :::, ~ g~ ~ ~ ~~ ~- )> C, ::0 Ql (D -"' 0 C ;; iJf .., 0 av: ~ !:; C: CD =: CD 9: ' ::, ... cro. .... :c c., w s: iii c., z i g 0 a:: LU c.. U.S. STANDARD SIEVE SIZE 3• 1..5" 3/4" 3/8' #4 #10 #20 #40 160 #1.00 #200 100 1 I I I I I. I I 111:c::J. I I I I I I ! I 11 I I I I I I I I I I I I I I I 11 I I I I I :: ;J 70 1i 60 50 40 30 20 10 0 1000 if -~ Svmbol • Im I i 1 i· 11 ti 100 COBBLES I :-i -r --· 10 GRAVEL COARSE FINE Depth Borln11 Number /feel\ GEl-8 2.5 GEl-10 5 -I 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS SAND SILT OR CLAY COARSE MEDIUM FINE Moisture 1%\ Soll Description 8 Silty fine to medium sand with gravel (SM) 17 Silty fine sand with occasional gravel (SM) Note: This rePort ma:, not be reprOduced, except 1n full, wrthout written approval or GeoEng1neers. Inc. Test results are applicable only to the specific sample on which they were performed, and should oot be Interpreted as representative or any other samples obtained at other times, depths or locations. or generated by separate operattons or processes. The grain size analysis results were obtained in general accordance wrth ASTM D 6913. APPENDIXC Boring Logs from Previous Studies APPENDIXC BORING LOGS FROM PREVIOUS STUDIES Included in this section are logs from previous studies completed in the immediate vicinity of the project site: • The log of seven borings (GEl-1 through GEl-7) completed by Geo Engineers and presented in the Valley Medical Center FY 2017 Parking Garage Geotechnical Report dated May 6, 2016 as task one of this study. • The log of one boring (B-1) and eight test pits (21 through 28) completed by Converse Consultants NW in 1987 for the Valley Medical Center Garage project; • The log of one boring (B-2) completed by Converse Consultants NW in 1989 for the Valley Medical Center Garage Phase II project; • The logs of seven borings (B-1 through B-7) completed by Terra Associates in 1987 for the Valley Medical Center Office Building project; and • The logs of four borings (B-1 through B-4) and two hand augers (HA-1 and HA-2) completed by GeoEngineers in 2001 for the Warehouse Office Building project. GEOENGINEERs.a September 1.6.2016 Page C-1 ,,,~ .. Q .,.,o: -02.:. (10 Slorl E.m1 I Total 26.5 I Logged By SJB I Driller Geologic Drill, Inc. I Drilling Hollow-Stem Auger Drilled 4/4/2016 4/4/2016 Depth (ft) Checked By DTM ""'hod Surface Elevation (ft) 76.39 Hammer Autohammer Drilling Diedrich 050 Track Rig Vertical Datum NAVD88 Data 140 (lbs) I 30 (in) Drop Equipment 1298928.83 I System WA State Plane.North ~ Easting (X) Oeplhto Northing {Y) 165386.17 I Datum NAD83 (feet) ~ \\'oto!llll -Notes: Not encountered FIELD DATA I I ! C i 11 ! C MATERIAL I 1ij 1 ~ 3 ] DESCRIPTION l l REMARKS i i 1 l I ti if u ~ § § ~ ~ w Cl .s 0: ai 8 CJ <!JO ~u a -AC 3 inches asphalt concrete pavement GP 3 inches base course -'" SM Brown Silty fine to medium sand with gravel (medium dense. moisl) (fill) Ml Brown to gray sandy silt (stiff, moist) r 14 lS 35 53 %F " SM Brown silty fine to medium sand (medium dense, moist) s-r " 2 With occasional gra\'01 OICidarioosta1ning, till-fill ~'" I SM Gray silty fine to medium sand 'Nith graYel r 22 ' (medium dense, moist) (weathered glacial 13 46 ' %f till) ; ~ ~ SM Gray silty fine to medium sand with grawl (wry I 10-r 66 4 dense. moist) (glacial till) ;~':, g ~ ! i ~ ~ i i i 15-r BS11r 5 : i I L>1> I i • 0 ! I ! I i 20-,,. 71 ' ~ ,l' I Note See Figure A-1 for explanation of symbols. ~ ~ Log of Boring GEl-1 i ~ GEoENGINEER~ Project: Valley Medical Center -Parking Garage Project l Project Location: Renton, Washington ! Project Number: 2202-024-00 Task 100 Figure A-2 Sheet 1 of 2 I i i • 8 I I ~ I ~ i ! j j i w u!> FIELD DATA ! g t If ] ~ ! MATERIAL • I ] .. DESCRIPTION ~ ~ REMARKS ! I I ! i n n d § ~ ~ a = QC '"' ~8 SM While to tight gray fine to medium sand (very ;:)IJKXJLrM,f lll1111fl9 at 22 fee1 dense, moist) (Renton Formation ! Sandstone) ,. I " ·~11· -_, -- Note: See Figure A-1 for explanation of symbols. Log of Boring GEl-1 (continued) GeoENGINEER~ Project: Valley Medical Center -Parking Garage Project Project Location: Renton, Washington Figure A-2 Project Number: 2202-024-00 Task 100 Sheet 2 of2 Slon !aeo I Total 31 I Logged By SJB I Driller Geciogic Drill Inc. Drilling HollCMt-Stem Auger Dnlled 4/4/2016 41412016 Depth (ft) Checked By OTM ' ! t/ethod Surface Elevation (ft) 90.28 1 Hammer Autohammer I Dnll)ng Diedrich 050 Track Rig Vertical Datum NAVD88 Data 140 (lbs)/ 30 (in) Drop Equipment _ --------l Easting (X) 1299094.03 I System WA State Plane.North I ~ Depth to Northing(Y) 165403.44 Datum NAD83(feet) ~ ~ ~ Notes: f See remari<s -FIELD~ DATA I I 2 ! -! ~ " ~ 3 ~ ] DESCRIPTION .~, I REMARKS 1 =-I i I'" ,; 8' ] MATERIAL _ 1 1ii £ ~ ~ } j ~ a; -a g.] ~ ]! "' I ~ l ~ & £ 8 ! ~ ~ 0u ~8 1 l 1--=f> o GP 1 inch cru.shed gravel s.urfacing (parklng lot I SM surface) Brown silty flne to medium sand 'Nith gravel and organics (medium dense, moist) (fill) I ' 19 1 O.daoon stamicgoraoge mottl,cg, bll~II L,..'b":! s-110 27 2 SM Bro'Nns1ltyflrietomediumsandwithgravel O:odat10nstam1ng (medium dense, moist} I i 3 "BkNvcounl O\el'Stated, sampler booncing on I J 5013"' rock dunng sampling ; Becomes gray ~ J ;LP 10 -114 12 1. 14 34 g %F ~ ~ ~ i 118 14 5 Water in sampler ~ I I ML Gray silty fine lo medium sand with occasional l gravel (1Jery dense, wet) (glacial till) J-'~ 15-, ,8 75 s ~ ~ I I ,~,• 20 -1,. 54 7 Becomes moost 1 !1 jf Note: See Figure A-1 for explanation of symbols. !!::============================::'. j Log of Boring GEl-2 ! /"""i Project: Valley Medical Center -Parking Garage Project : GEO E NG I NEER S r/) Project Location: Renton, Washington . t ~ Figure A-3 · Project Number: 2202-024-00Task 100 Sheet1ot2 FIELD DATA I C ! I, J I -l ] ! -. 8' MATERIAL REMARKS I I ~ _, DESCRIPTION ;; ;; l ~ e= = 1 ~ ~ ! ~ C: C: I ~ ] ~ 8 i! g a~ u·u w C SM White to light gray silty fine to medium sand with !nterbedded black coal (very dense, moisl) (Renton Formation Sandstone) i...~ 25- I" 61 ' j ML Gray to brown silt with trace interbeds of black coal(hard,dry) L,,o 30-111.5 :sD1s.s· ' -----_L_ Note: See Figure A-1 for explanation of symbols. Log of Boring GEl-2 (continued) GEoENGINEER~ Project: Valley Medical Center -Parking Garage Project Project Location: Renton, Washington Figure A-3 Project Number: 2202-024-00 Task 100 Sheet2 of2 S!ar! Eru1 I Total 31.5 I Logged By SJB I Onller Geologic Orlll, Inc. e.:w: HollO'N-Stem Auger Drilled 4/4/2016 4/4/2016 Depth (ft) Checked By DTM Surface Elevation (ft) 87.92 -·1 Hammer Autohammer Drilling Diedrich 050 Track Rig Vertical Datum NAVDBB Data 140 (lbs)/ 30 (in) Drop Equipment Easting (X) 1299049.22 I System WA State Plane.North ~!..EU Depth ta ~Y) 165275.15 Da!um NAD83 (feet) ~ l'ial<!.Jlll -Notes: See remarks FIELD DATA I ! C t ii C i I j • 8' ,g MATERIAL REMARKS ~ 1 ] ~ ~ ~ DESCRIPTION ti :, i n~ 1 "' :» "§. ~] f .'! • ~ i 16 ~ ~8 u: ui " E o: 1c " ,m--,: '" cou 0 GP 1.5 inches crushed gravel surfacing (pari<ing lol SM surface) Brown silty fine to medium sand with gravel (very loose to medrum dense, mois!) (fill) ~·-r ' 1 MC 20 I ()rargernott1mg ·-r 25 ' With occsaional gravel and occasional coal Wetsampl6f fragments i JP r 12 3 Grades to gray SM Gray silty fine to medium sand 'Mlh occasional 10-I' 50/3" 4 gravel (dense to very dense. moist) (glacial 1111) r .. 5 I ~'" I i 15-r 84 6 ,~ I 20-r 78 7 i I ! I I Nole: See Figure A-1 for explanation of symbols Log of Boring GEl-3 GEoENGINEER~ Project: Valley Medical Center -Parking Garage Project Project Location: Renton, Washington Figure A-4 Project Number: 2202-024-00 Task 100 Sheet 1 of2 0 ~ . s g ! I ~ I ; : I i I i ! j ! i ! § l w _,r, L,i, FIELD DATA I I C t I, ! MATERIAL I m J i _§' nl DESCRIPTION "ii ii: REMARKS j I •" 1 ! 0 ~i u ~i .£ ~ 0 E u:§ al " "' GU i 25-I' " B Transitioned to sandier~ 30 [' 76 ' I Note: See Figure A-1 for explanation of symbols. Log of Boring GEl-3 (continued) GEOENGINEER~ Project: Valley Medical Center -Parking Garage Project Project Location: Renton, Washington Figure A-4 Project Number: 2202-024-00 Task 100 Sheet2 of2 filo!l Em!. i Total 15.5 I Logged By SJB I Driller Geologic Drill, Inc. ] Drilling Hollow~Stem Auger Drilled 4/4/2016 4/412016 I Depth (ft) Checked By DTM Method Surface Elevation (ft) 96.7 I Hammer Au1ohammer Onlling Diedrich D50 Track Rig Vertical Datum NAVD88 Data 140 (lbs)/ 30 (in) Drop Equipment - Easting (X) 1299202 I System WA State Plane, North ~ Oep1hlo Northing (Y) 165242.05 Datum NAD83 (feet) °"'~ -~ Notes: Not encountered FIELD DATA ii J ! I ! ~ ~ ! .§' 0 MATERIAL REMARKS ! -1 ] if ~ DESCRIPTION i t i ~ 1 l I ;) II ~1:: 8 ~ m 0 E o: 1ii Cl "'" ~u ,.;:u I 0 GP 1 inch crushed gravel surfacing (pario:lng lot SM surface) Brawn silty fine to mediurTl sand with gravel ~-~ (loose, moist) (fill) r 6 I 20 " %F I 5-r 9 2 I Perched water """"' ML Gray to brown silt with sand (medium stiff, r 6 3A moist to wet) Oxidation staining 3B I Perched water IQ-r 20 .. SM Gray silty fine to medium sand with gravel 4B (medium dense, moist) (weathered glacial till) LP I' 38 5 SM Gray silty fine to medium sand wilh gravel (dense to wry dense, moist) (glacial till) 15-• 3 50/3' 6 Obstruction encountered Bonrsg oould not be~ further: pracbcal I refusal met Note: See Figure A·1 for explanation of symbols Log of Boring GEl-4 GEoENGINEER~ Project: Valley Medical Center -Parking Garage Project Project Location: Renton, Washington Figure A-5 Project Number: 2202..024-00 Task 100 Sheet1of1 Sia!! End I Total 35.8 I ~= 8 :Y ~ I Driller Geologic Drill, Inc. i :w: Hollow,.Stem Auger Drilled 41412016 4/4/2016 Depth (ft) Surface Elevation (ft) 98.02 1 Hammer Autohammer ! Dnlling Diedrich 050 Track Rig Vertlcal Datum NAVDBS Data 140 (lbs) 130 (in) Drop Equipment -- Easting (X) 1299210.26 1 S,Stem WA State Plane.North I~ Northing (Y) 165309.34 Datum NAD83 (feet) I~ Depth to -~ Notes: I Not encountered FIELD DATA ! g t Ir .§ ! ; • 8' MATERIAL ] m J i " .§ ~ ~ DESCRIPTION ii l REMARKS l "" ii ~ ! ! ~ .. Jl~ I j ri u iii .!a a: iii u ;: "' Cl() ~" a GP 1 inch crushed gravel surfacing (parking lot SM surface) Brown silty fine to medium sand with gravel and trace organic debris (roots/wood) {loose 10 I medium dense, moist) (fill) I I' 10 1 ~<P ,-, 10 6 2 SM -Brown-silty fine to medium sand with --- ,!> r 19 ~ %F occasional gravel (medium dense, moist) 14 (weathered glacial till) 35 O»dation stammg 10-r " 4A 1 ~mes brownish orang~ •• SM Gray silty fine to medium sand with occaiionBI gravel (medium dense, moist) (glacial till) u, Becomes very dense i 8 15 r b2111.s ' 7 241 Sill lenses "" L.!> 20-r 56 ' I I I i I Note: See Figure A-1 for explanation of s~bols Log of Boring GEl-5 GEoENGINEERs_t;} Project: Valley Medical Center -Parking Garage Project Project Location: Renton, Washington Figure A-6 Project Number: 2202-024-00 Task 100 Sheet 1 of2 FIELD DATA j C i I g E -. 8' MATERIAL REMARKS I 1ii i ~ ~ ~ %i DESCRIPTION ii l g i I l H s t n • :! ~ 5 :.-8 ~ 5 e~ ~6 ui " C 0: "' 0iJ ~u d> SM White to light gray silty fine to medium sand (very dense, moist) (Renton Formation 25-' Sandstone) I I"' 5015.5" ,, J-0-I'° 5CW 8 I I L<>" I 35-1,0 5()/4" 9 Note: See Figure A·1 for explanation of symbols Log of Boring GEl-5 (continued) GeoENGINEER~ Project: Valley Medical Center -Parking Garage Project Project Location: Renton, Washington Figure A-6 Project Number: 2202-024-00 Task 100 Sheet2of2 Slo!l Drilled 41412016 Surface Elevation (ft) Ver1ical Datum Easting {XI Northing (Y) Notes: ! C 1 " I " i 5 Li c3 w 0 d~ I ,, LS~ 5-~ 12 ~5 10- L..~ J' . ~ i ! ~ i ' ·1 J, ~' L,i> i I ll ~i di> 15-r 2,-, ,. Eml , Total 21.5 I Logged By &JB I Geo! . D ·11 I I Drilling Hollow-Stem Auger 41412016 j Depth (ft) Checked By DTM Driller OQIC n , nc. Mettod 75.8 Hammer Autohammer Drilling Diedrich D50 Track Rig NAVD88 Dala 140 (lbs)/ 30 (in) Drop Equipment 1298925.69 System WA State Plane.North =-165180.99 Datum NAD63 (feet) Depth to --l'lilo(jjt) -Not encountered FIELD DATA ! 11 i ! " I!' MATERIAL REMARKS I 3 :;; DESCRIPTION ;;: ;;: I ~i eE ~ a u ~I ~ ;; ~ iii s: t!) t!)Q ~8 ---~~-3 Inches asphalt concrete pawment ---GP 21na,es ·base-course SM Brown-sffty'firte tO medium sand wilh gravel I (medium dense, molsl) (fill) i 29 1 SM-Brown silty fine to medium sand with Qodationstaining occasional gravel (medium dense, moist) {weathered glacial till) 36 ' SM Gray silty fine to medium sand with occasional 10 39 %F gravel (dense. moist) (glacial till) 37 3 I I I I 52 ' Becomes very dense 75 ' 65 ' Increasing gra\181 content I ~ ~ i ! Note: See Figure A+1 tor explanation of symbols. Log of Boring GEl-6 GEOENGINEER~ Project: Valley Medical Center -Parking Garage Project Project Location: Renton, Washington Figure A-7 Project Number: 2202-024-00 Task 1 OD Sheet 1 of 1 4~16 6~:~ (ft) 30.8 ! ~:;i: 8 :Y ~ Onller Geologic Drill, Inc. 1 :~ 1 ~ Hollow-Stem Auger Sil!!:! Drilled 4/4/2016 Surface Elevation (ft) 87.53 Hammer Autohammer Drill!ng Diedrich 050 Track Rig Vertical Datum NAVDBB Data 140 (lbs)/ 30 (in) Drop Equipment Eastlng(X) 1299051.08 System WAStatePlane,North ~ North;ng (Y) 165090.91 Datum NAD83 (feet) -- Notes: FIELD DATA ! ! I l i a: ~ ,ll I aj ~ I I " n ~ § @ i ~ w 0 .s"' 0 • 8' j ~ " C ~ i I e " ~ AC GP SM MATERIAL DESCRIPTION 2 inches asphalt concrete pawment 1.5 inch base course Brown silty fine to coarse sand and gravel (very dense, moist) (fill) I I I ; j I~ Depth lo \'LololJlll Not encountered REMARKS - >-* I s 1so,5·· "Sampler tic.Jnclng on rock. blcmco1.m1 m,,mated !F' i ~~~~ • ~ I l 1-,~ s~r 60 IO IS0/3" 10--11 s 150/5" 15~.1215016" 2H ,,. 56 ' %F Note. See Figure A-1 for e)(plan.atJon of symbols. SM SM Brown silty fine to medium sand with gravel (very dense. moist) (weathered glacial till) Gray silty fine to medium sand With gravel (very dense. moist) (glacial till) Becomes with occasional gravel Log of Boring GEl-7 10 "' 0Jod.!illoosta1n1ng No=--, Slowdnll1ng RougheI dnlling /""; Project: Valley Medical Center -Parking Garage Project GEO ENGINEERS (,;) Project Location: Renton, Washington Figure A-S ~ Project Number: 2202-024-00 Task 100 Sheet1 of2 . ~: I I I ~ ! i ! ~ i w L..• L,i, FIELD DATA ! g ! I, j 1 lU J : _§' MATERIAL REMARKS i i i DESCRIPTION ; ! ~ 8 j ~ rm • ! £ ~ iii u "' 5U ~ i I ' 25-I' SDJ5• 7 30-110 50/~~ ' i •. ~L_____ -~-----I Note: See Figure A-1 for explanation of symbols. Log of Boring GEl-7 (continued) GEoENGINEER~ Project: Valley Medical Center -Parking Garage Project Project Location: Renton, Washington Figure A-8 Project Number: 2202-024-00 Task 100 Sheet 2 of 2 ] 11 ou• DA•LLED, 12/23/86 • .... +"' o· . "'.._.; "' .... ~:~,o ~:~ + .... '<-+ It .._"-' o'" 'f!"~ f ./cit,,,., ~·i"' ~...,.,,, o-"'' +'4.-~ ..,,Q ~'Ii: o~ "Q~""c.,"- ,,,'ff" ,,,. ""' •"' 0.... '<'~ -0 Q~ SUMMARY: BORING NO. B-1 ELEVATION: •••• a11••••• &"'\.l'I. 0-" ._, T .. \.OC..t.TIIJIO GI' ... ,. 'IO•••• .... &T ••• T+•• ot• ..... Ll•C. ............ ,;:.. CIJ••·"··· •• , ......... OT••• .. l)C.U'ID•• •••••• C•••OI ., ""' u1c•·r.o• ••T• "'' ••••.,•• 01' ,.,.,. -,.,, ••'• ••••••'•• 11 • .,.,..,.,1c,.no• o, ,c,11 .... e11•••T•a•'I 1•cov•t••••· OE.SCJUPTTON S'l"MIIOI. NOISTUJ11£ CONSJSTENCY J._..SOO..AlilJ....IllE.SD!.L___ ______ ~ v .mo1s, J loose FILL I T SILTY SANO; mottled brown & olive, SM very loose fine to medium, trace coa se, some moist silt, trace gravel, occas anal lumps of silt, organics, ran stain J.·IJJ 12 _ 1 llA, 1 .l 5 2 JI 2A I 16 medium I~ 10 11 : 3A I 2 20 25 1 4A 1~ 31 ~ 18 SA 41 j 50/~'" • l - 6A 37 I SO/"' color becomes olive '--------------------'-- LACUSTRINE -SILT; mottled brown anc blue-gray, trace fine sand, occ. organics (hard drilling@ 15') scattered gravels; pockets of black organics ~·-- ML moist moist dense loose very medium stiff BEDROCK -SILTY SAND; white to 1l'gii't"g"ray, fine to medium, some silt, acc. lumps of brown silt, poorly lithified SM /mois: I dense 12/26/8: Bottom of boring at depth 28.3' Piezometer installed to depth 28.3' !very ltrense j ........ .. . • A. 2• •Ollt•'IOOOfl 1a'"olar r I I. 3-O.D. tl'll-••U ••fflOI., C • .J-1/4 .. o.c. ll :z-112· u ... , ··.1.-1,u~ C .. Co,t.,olld•tlon. DS • dlrecl • .,, •• ,. lmQ•rviow, ••• . 1 D. l• 112• O.D. '"'" Omo, umo••• X. um.,, not ,ocom•d Q • .,, .. olzo. T • t,t .. toc p • .. ~•oO,uty (] ,,uomoto, uo PROPOSED VALLEY MEDICAL CENTER GARAGE P,o,ectNo. Rentar, W~soington for~Mahlum and Notdfors 86-35287 j @ Converse Consultants :..-:~-;;,~:~~:~1;;:""g A-1 Oraw1n; No. I I- DAT'I DRILUDO 1/20/89 SUMMARY: BORING NO. B-2 ...... .,,.,,. Approx. 72 i ....... · ~~ii'\ ... ,._+¢ .... ,}. ,._., ~ ... # o"'".. •"' ,F' .J" o"' +"'.. 0 -· 0 .. ,._ o"' _,,. T'HISSUWMA.lff APf"UD ONl Y AT TM&: LOCATION Of THIS BORING AHQ AT'THI TlMli 01' l)fllWNQ. SU85Ul't,ACI: CONDITIONS lolAY OtfFPI AT 0TH£R LOCATIONS AHO MAY CHAHGl AT THI$ 1.0CA.TION WITM Tkl PASSAQI! 0, Tll,tf.. TH!. OAfA P'fllES&HflO IS A .SIM"'-l~CATION OF ACTUAL COHOITIQHS """""'"""'-..-,. .. .,,.~ o"'•~~ .. .,..,,..-DUCA:PTION STll80L MCtsTUQ C'C'*SISTDIC'r 0 SILTY SAND (Fill); brown, fine to SM 3 medium, trace coarse sand, little IA 2 silt, trace fine roots, occasional 2 organics 5 - 26 SILTY SAND (Glacial Till); gray, SM 2A 15 fine to medium, trace coarse sand, 19 little to some silt, trace gravel }, 26 34 -grades with gravel 35 10 15 4A 28 50/5" 20 - 31 SANDSTONE (Bedrock); light gray, SA 50/5' fine to med. sand grains, with silt matrix, highly weathered 25 - 6A 'T ~n/4' -grades moderately weathered 30 - Bottom of boring at depth 28 feet. No groundwater encountered. - • A. 2"' split-spoon sampler 8. 3" 0.0. tl'lin.wall sampi.r C. J-11,· 0.0. x 2-112" liner ··A· AUerberg, C -eonsolidat1on, OS -dil'9d shear. O. 3-T/2" 0.D. split barrel sampler X. sample not recovef9<J G -grain sin, T -triu.1al. P -permeability PROPOSED PARKING GARAGE -PHASE II Renton, Washington for Valle.l:'.. Medical Center ~ C C It t NW GeotechnicalEngineerlng ~ onverse onsu an $ andApplledScionces very loose moist moist dense very dense moist very soft slightly moist soft r water lil!MM im~MOus seal piezometer lip Prc1ect No. 86-35287-03 Figure No. 2 LOG OF TEST PIT NO. TP-21 Location: See Drawing Surface Conditions: Elevation: Approx. aa Sod, marshy ground -~1t~lw DESCiUPTION -=~zc:-;:[_gl ~c:-~~ ~ ~ Q ·~ 0 ~ V'l 1/) ::a:u li I SMI TOPSOIL -SILTY SAND; dark brown, fine to medium, I some silt, few gravel, abundant organics, scattered ----------, -" --. -- 2 3 4 5 I J J ~ - - - - ' I - 1 I SM GLACIAL DEPOSITS -SILTY SAND ~/GRAVEL; mottled gray to redaisn-brown, fine to medium, trace ,I coarse, little silt, little gravel, acc. carbonizec organics; moist, dense grades to gray-blue and very dense Bottom of test pit at depth 5.0' Moderate seepage at depth 1-1/2' to 2' Completed and backfilled 12/29/86 RE>IAi<KS seepage at 2' I ----------~•K!!'U!!'i'!!'u""~•t•U""!'V!!'A!!'L"!'L•t"!r!'"'!M!'!'t.•L•' i!!'l..•A!!'L~l.."!t"!Ji~l~t~X~(:,"!A~K~A"(:,~c----------~,:°:,o":,.:"":,~o---- 86-35287 t ~ Re nton, ~ashington for Mahl um and Nordfors ~ i;riw1n9 NO ~ c c It t N w G,oroeM,c,< En9,nunng ~ onverse onsu an s ,ndApphoof,noScoon<u A-2 r ...;;;... _________________________________ L u J I J ] ] ] ) ) J I l :J J 1 :J l J ] ] ] LOG OF TEST PIT NO. TP-22 Location: See Drawing 1 Surface Conditions: Sod Elevation: Approx. 48 ~, ~~ ~l! B~1~1~1 c. "'...i E = ~:: ..... i::: tO >i ·-a a ui v, :i;:u 1- 2- 3- 4- DESCRIPTION ..I.D.£.S..O.l1 FILL -SILTY SAND; brown, fine to medium, little Slit, trace to little gravel, occasional organics; very moist loose l' diameter boulder at depth 4' 5--TOPSOIL -SILTY SAND; dark brown, fine to medium, J organics, occasional fine roots; very moist, loose 7 1 GLACIAL DEPOSITS -SILTY SAND W/GRAVEL; mottled I REMARKS occasional cobbles seepage at 5' 6~· I ~oarse, some silt, trace gravel, abundant 8 olive to reddish brown, fine to medium, trace coarse, little silt, little gravel; moist, dense occasional cobbles, 9 , ? rade b 1 u -ra n I - - - - - - Bottom of test pit at depth 9.0' Moderate seepage at depth 5' Completed and backfilled 12/29/86 PROP03ED VALLEY MEDICAL CEN1ER GARAG~ Renton, Washington for Mahlum and Nordfors @ Converse Consultants NW c,olochn"''Eng,n,u,ng ~ and Apph•cl E11rlh $,r;1•f'\ca1 P101~C:I NO 86-35287 o,aw1n9 No A-3 LOG OF TEST PIT NO. TP-23 Location: See Drawing 1 Elevation: Approx. 59 .... OJ ... -""' '-' OJ -.., .., "' -"' C C. .... .... OJ §--§ (l)"' "'.., 'ii >, o._ ·o C V, V, ::.: 0 LJ lj I 2J 1 3- 4- 5-2 6---3 '-- J I 1 ! l l J : j 1 l DESCRIPTION I L.lQl' SQlL_ I FILL -SILTY SAND; brown, fine to medium, some silt, little gravel, occasional organics; very moist, loose -TOPSOIL -SILTY SAND; dark brown, fine to medium, some silt, trace gravel, abundant organics roots· ~ GLACIAL DEPOSITS -SILTY SAND; mottled brown to reddish-brown, fine to medium, little silt, few to lit:le qravel; moist, dense i\ grades blue-gray, and very dense Bottom of test pit at depth 6.0' Moderate seepage at depth 4' Completed and backfilled 12/29/86 ~KUPU~cu VALLtl MtUL~AL ~cNlcK bAKAbc Renton, Washington for Mahlum and Nordfors ~ Converse Consultants NW G,o'"""''"engmm,ng © ,ln(I Applt•d Eatll"I SCtitnCl!'S REMA;;Ks boulder at l' occasional cobbles seepage at 4' occasional cobbles Pro1~: No 86-35287 D1aw,n9 No A-4 I ' ' ; [I ] J J J ] J J j J l l 1 J 1 !) ~] 1 JI 1 LOG OF TEST PIT NO. TP-24 Location: See Drawing 1 Elevation: Surface Conditions: Sod and bare ground .... QJ ,,.. .c QJ I-I QJ .., "' :, .... C. .... .... <= "'~ s QJ = ·;; ~ "' Cl·-V'> ::i;:O u 1- 2- 1 3- 4- s- s-2 7- a- 9 3 - - - - - 1 0 .c. E >, V'> DESCRIPTION TOPSOIL FILL -SILTY SAND W/GRAVEL; brown, fine to medium, trace coarse, little silt, 1 ittle gravel, occasional organics; wet, loose ta medium dense TOPSOIL -SILTY SAND; dark brawn, fine to medium, some silt, few gravels, abundant organics GLACIAL DEPOSITS -SILTY SANO; mottled brown to reddish-brown, fine to medium, little to some silt, few to little gravel; very moist, medium dense grades to dense grades blue-gray Bottom of test pit at depth 9.0' Heavy seepage at depth 3-1/2' Completed and backfilled 12/29/86 P~uPo~t3 VALLtY Mtbi~AL ~~NrcR bAKAb~ Renton, Washington for Mahlum and Nordfors ~ c c (t t NW Go101echn1ci9IJ::n91n1!1'1ng ~ OnVerse . OnSU an 5 ••••ooliooE,.,asc,onc" Approx. 70 REMARKS I seepage at 3 .5' caving from 5-6' I i Prcp!CI No 86-35287 Oraw•"9 No A-5 LOG OF TEST PIT NO. TP-25 Location: See Drawing 1 elevation: Approx. 59 Surface Conditions: Sod, marshy ground .... QJ .. -<lJ s... ' CJ -"' ::, ..... ......... ..... "' ~c V, ~ ;;; ·o C c::, ·-:.:: 0 </1 u lj I :1 5 I 'i i j j -e §;, </1 I SM I SM DES CR! PTION TOPSOIL -SILTY SAND; dark brown, fine to medium, ~to some silt, few to little gravel, abundant organics, occasional fine roots; very moist to wet, loose GLACIAL DEPOSITS -SILTY SAND W/GRAVEL; mottled gray and readish-brown, fine to medium, trace coa·rse, some silt, little gravel; very moist, densE grades blue-gray Bottom of test pit at depth 5.5' Heavy seepage from surface to depth 2-1/2' Completed and backfilled 12/29/86 $Hu~u~cu VALLt1 Mt01LAL LtN,tH bAHAbc Renton, ~ashington for Mahlum and Nordfors ~ Converse Consultants NW G•0 "'""""Enqonu,ong ~ .an~ Applied euo, Sc1cncn REMARKS seepage to 2.5' 2' dia. boulder Pro1e("f .~o 86-35287 Dra ... ,n9 Na A-6 i I I I l ] J J ] ] J ] J Jo J j -1 Uj -g 41 1 I_J. I . L] ' j -j ! LOG OF TEST PIT NO. TP-25 Location; ~ee uraw1ng l Elevation: Approx. 68 Surface Conditions: Sod ... .,, ... .=-<1l !,.. I <1l :::, ... ~~ ..., = a. "'~ :;; "'= ·-= Cl·~ 0 0 1/1 :Eu :J I 1 - - -J J _I - - - - - 0 ..0 E >, 1/) SMI ML SM I DESCRIPTION TOPSOIL -SILTY SAND; dk. brown, f/m, little to some silt, few gravels, abund. ora; wet, loos~ GLACIAL DEPOSITS -SILT W/SAND; streaked gray and brown, few to little f. sand, thinly bedded; stiff_ SILTY SAND; mottlea brown & red-brown, f/m, trace coarse, little silt, few to little gravel; moist, dense· nrades blue-crrav and verv dense Bottom of test pit at depth 3.5' No groundwater encountered Completed and backfilled 12/29/86 ~ROPu:,c.u ~ALt.1 Mtu H.AL l.tN I ti< 1,AK/\Gc. Renton, Washington for Mahlum and Nordfors ~ ~ c c It t N w G•ol•ct,n1cal Engin••r1n9 ~ onverse onsu an 5 ,ndApoli•dE>,thScl,ncu REMARKS Pro1KI NO 86-35287 Drawr1ng NO A-7 I L .., Q)~ I -Q) s.... ~ OJ ,- ~~ 3 ~ ~I~ ~== ~.., = I = ..... -n:, >-t ---0 -Vl u, :;: 0 u, I SM I I 1J I 2~ SM ) 1 4 I ,; 2 6 - -I - l J - - - - LOG OF TEST PIT NO. TP-27 El DESCRIPTION A REMARKS I I I GRAVE!.. AND SAND FILL I TOPSOIL -SILTY SAND; dark brawn, f/m, little to seepage at .5' :1 some silt, few_gravels, abund. oro.; wet, la!ll£._ GLACIAL DEPOSI1S -SILTY SAND; mottled brown and ' orange, f /m, trace coarse, 1 i tt le to some silt, II trace to few gravels; moist, medium dense· grades dense occasional cobbles I grades blue-green, and very dense ,I Bottom of test pit at depth 6.0' Light seepage at depth 1/2' Completed and backfilled 12/29/86 I I ( ___________________ [ ~Ku~u~cu WALL~T MtUl~AL ~cnlcK bAKAbc ' Renton, Washington for Mahl um and Nardfors ~ Converse Consultants NW c •• ,.,.,«,IEng,nw,ng ~ t.nO A~~l1ed fuH, ScumcH P,01e<:! NO 86-35287 [ Oraw•r'lg No A-8 [ _I J j _I ] 1 j 1 J --· 1 J I '~ ,J s ~'1 ,j i ~ ~ J ~ j -J -1 LOG OF TEST PIT NO.TP-28 Location: See Drawing 1 Elevation: Approx. 46 Surface Conditions: Sod ..... ..:::: ~ ......... Cl. OJ C: O,~ 1 i 21 3~ - - - - - - - - - - - - ::I ...:a CJ ..- .,JC .-0 t '":' I ·~~ ~1 i :E: 0 tJ") V1 u SM I SM I DESCRIPi!ON TOPSOIL -SILTY SAND; dk. brown, f/m, little to some silt, few gravel , abundant organics; very mni,t. ~ GLACIAL DEPOSITS -SILTY SAND W/GRAVEL; mottled brown & red-brown, f/m, tr. coarse, little silt, little gravel~mo~·~"~ dense; arades gray Bottom of test pit at depth 3.0' No groundwater encountered Completed and backfilled 12/29/86 PKu~u~~u VAlL~I Atu1~AL ~~N1~K bAKAb~ Renton, Washington for Mahlum and Nordfors @ Converse Consultants NW C•o•~cnruca.L Eng1n•eruig .anci Apph•d E.ar1n Sc:ieru:.H REMARKS ~ro1ei::: No 86-35287 Dr.aw,ng NO A-9 BORING NO. B-1 Logged By __QL Date 4 /07/89 us Graphj CS :=.::· .": :· SM ·1i·-i·1·· VJ"' ,i·11J· .. ·. :>}:f, :: >~. ~ 11:f 'lttl Jtu; l•J:J· . :r:£:t.t JHt "]t11 ttttr Soil Description Grey, brown, silty fine SAND to sandy SILT with varying amounts of gravel, moist to wet, very dense (TILL). Depth (ft.) I-5 1-10 I-15 I-20 ELEV. 48 ± (N) I w Sample I Blows (%) Ft. I IS0/6" I 9 !sieve I IS0/4" 112 I IS0/6" ,-- I lso/4" 113 , rso/6" I s Boring terminated at 23 feet below existing grade. No groundwater encountered during drilling. ~TERRA ~ ASSOCIATES Geotechn ical Consultants BORING LOG Medical Office Building II Valley Medical Center Renton Washington Proj. No. T-9961 Date 5/89 I Figure 4 r I BORING NO. B-2 Logged By~ Date 4-7-89 ELEV._!u± us Depth (N) w Graph CS Soil Description (ft.) Sample Blows (%) Ft. .. · • :: SM Grey w.i.th orange stains, silty SAND, .et, J!Ediun }/ dense. I Ii ~ : : 25 I 13 ,, : ~ : : ; ~: 1:~< s :: SM : . Grey silty SAND w.i.th varying anollllts of gravel, tf'.: rroist to .et, very den9a. (TIIL) ~ 10 I ... I .;:_::. I ss I 9 I Sieve · .. · .. · ... 11;:. l ,s I I I "IJ/6" 110 I [ I I I "IJ/6" I 6 Poring ternrinated at 18' below existing grade. No groundwater encountered during drilling. ~TERRA ~ ASSOCIATES Geotechnical Consultants BORING LOG Medical Office Building II Valley Medical Center Renton Washin_g_ton Proj. No.T-9961 Date 5/89 I Figure 5 BORING NO. B-3 Logged By .......cRL..... Date 4-5-89 us Graphf CS Soil Description fll. Jl (311 A.C.) SM I Tan-grey with orange stains silty fine to iredi.1.lll SAND, 1;et, loose to iredi.1.lll dense. Depth (ft.) °'it.r : .. i4/89 5 irm~1-: l!i!l~ •,ll..'(,1• ·f·1·1i :.i: ~ :: '; )'.:\ iurn SM I Grey silty SA!lD with varying airounts of gravel, rroist to i;et, very dense. (TII.L) I-10 I- ~ 15 Sample I I ELEV. 44± (N) I w Blows (%) Ft. 11 21 56 14 I I 9C/7" I 10 Sieve T I SOL3" 9 I Sieve roting terminated at 17. 8 feet bel01; existing grade. Ground,-.ater seei:,ige encountered at 7 feet dur:ini; drilling. 3/4 inch PVC standpipe installed to bottan of borin3. ~TERRA ~ ASSOCIATES Geotechnical Consultants BORING LOG Medical Office Building II Valley Medical Center Renton Washington Proj. No.T-996 I Date 5/89 Figure 6 BORING NO. 8-4 Logged By~ Date 4-7-00 ELEV. 42± us I Graph! CS Soil Description I Depth I I (N) I W (ft.) Sample B~ts (%) ML I Brown to brm,n grey clayey SILT with orpPll:i.cs, ~ I . .et, stiff. I 8 I I qu= i.o tst I-5 I ~ I I I ':IJ/s" I Possible boulder and/ or cobbles ercountered at t-l:5 12' and 16'. t I I 87/6" .n1:11 I I Earing terminated at 18' below existing grade. Ground1,1ater seepage encountered at 8' during drilling. - TERRA ASSOCIATES . Geotechnical Consultants BORING LOG Medical Office Building U Valley Medical Center Renton Washington Proj. No.T-9961:?ate -5/89 l Figure 7 BORING NO. B-5 Logged By~ Date 4-.r-89 ELEV. __ 4_2_:; us Depth (NJ I w Graph cs Soil Description (ft.) Sample Bl~ts (%) I: : SM Br0wn silty SAND with m.rrerous cobbles, .et, nedium dense. r-:r I 16 I 20 I L r, SM Grey silty SAND with varying anolJilts of clay ~ lC I I and gravel, iOOist to 1,et, very dense. (TIIL) I 63 I 13 I ~ II I ':JJ/6" I 9 f 15 T I oo ' - ~ tenninated at 19' bela., existing grade. !lo ground.ater encolJiltered during drilling. ~TERRA ~ ASSOCIATES Geotechnical Consultants BORING LOG Medical Office Building II Valley Medical Cent~r Renton Washington Proj. No.T-9961 Date 5/89 1 Figure 8 I l BORING NO. 8-6. Logged By ------9sk Date 4-7-89 ELEV. 38± us Depth (N) I w Graph CS Soil Description (ft.) Sample Blows (%) Ft. Irr ' : l'~ I '""' -""'' SMID "' cla,e, SILT, ... ''. : • : : ML loose • I . . ·: I I 16 Jf =.i ,•:. · . .. ·_, 5 ML I Grey-tan clayey SILT, .et, stiff. I I I 8 I I qu= 2.0 tsf 1-10 : SM Grey silty SAND with varying erounts of gravel I I 92 ltI and clay, .et, very dense. (TilL) .: ; : ~ 15 :aH·. I T I ':IJ/6" &iring terminated at 18. 5 feet bel™ existing grade. Groundteter eocotu1tered at 10' during drilling . ~TERRA ~ ASSOCIATES Geotechnical Consultants BORING LOG Medical Office Building II Valley Medical Center Renton Washing_ton Proj. No.T-9961 Date 5/89 I Figure 9 BORING NO. B-7 Logged By ______Ql1_ Date 4-7-89 ELEV. ----3.8. ± Graphl ~~ l Depth (N) I w Soil Description (ft.) Sample Blows (%) Ft. FILL: SM Grey hr= silty SAND w.i.th varying 81ll'.lunts of gravel, rroist to ,,et, irediun dense. y'4/89 I I I 40 I s 5 Mixed/bedded tan. ··.·: SM Oayey SILT and grey silty SAND with clay, ,-et, loose to stiff. · .... ML La I I ·:f:::· I 13 I 24 I qu= 2.0 tsf ..-r 11111 SM t I I :.0/3" 112 Grey silty l!l'!diun SAND with gravel, ,..et, very dense. (TII.L) r 15 Eoulder at 16 ' ? . JHJ I ~ I T I CJJ/9" 118 Boring ternxi.nated at 18. 7 feet below existing grade. No groundwater encountered during drilling. 3/4" standpipe installed to botta:i of boring. ~TERRA ~ ASSOCIATES Geotechnical Consultants BORING LOG Medical Office Building II Valley Medical Center Renton Washington Proj. No.T-9961 Date 5/89 I Figure 10 Project I Job Number I Location Valley Medical Center 2202-017-00 Kent, WA I.late 08/01/01 L<>ggcd KHC Contractor Holt Drilling Drilled Bv Dnll Hallow Stem Auger Equipment Truck-mounted Mobile B-59 drill riB llnll Mc1hod Bit Sample D&MSampler Hammer 300 lb. hammer w/ 30 nch drop X-coordinatc: Not Detemlined Melhod Data 'v-cnnrclino.te· NMn--;"....i Total Depth (ft) 29 Elevation (fl) 49 Datum: Nat Determined Svstem: Jot "-•--'--" t;; 'E :l! t;; i:' 0 1 i .§' t:s . ¥' 11: i z ~ ~c Other Tests 11: ;:; ~ <.) Ii :{ ~[ Material Description o-And ;:; t ~ e~ ~E; i.: 0: E i V) s 1;\V> 1 Notes ~ .. tl "' :, 5 ~ 0 moist 11l1 0 .... :-. ur COQ.r!le 11mve -SM Brown silty snnd and pllvel (loose., moist) (fill) 00 I 1 ~ ..... ~ ': ·. •' 5-h,: ,---5 00 2 ~ ML Gray $\It w,th orgtlllic matter (medium st1tf moist) (lill) F.F. (charcoal fragments) 100 3 9 • 10-.... Grodes to arny, de<.rused orannic content --10 .. r:.:t OL Dark brown sandy orgtt.nu; silt (stif( moist) (wood .., .. fragments) 100 4 10 • .., ..... 32 88 ...,,..,. 15-""" ,-. '5l -,-15 ,., ... i,.. ., ML Brow11 s.:indy silt (stilt W(:l) 100 5 16. 20---,-.20 78 6 25 . .,.._.· SP-SM Gray line sand with silt (medium dense., wet) ~ 25---,-.25 i ML Light gray silt (ha.rd. moist) (mudstone) § 100 7 50/6"• 9 126 ~ § 30- Boring completed tit 29 feet on &/01/01 -Ground water was encountered o.t l S feet during drilling --30 @ [ii " ;;: " i 35----35 g Note: Sec Figure A·2 for explanation of symbols I "' Geo.Engineers LOG OF BORING B-1 ;;. ~ w :z ~ FIGUREA-3 w " Project Valley Medical Center llob Number 2202-017-00 Oat, Drilled Dnll Method Sample Method Total Depth (ft) I-w ~ ~ I: .. ~ 0 5- 10- 15- 20- t 25-; [ ' i ' t ) j ~ ~ " ; ' ~ § ~ « all 30- 35- I:' d I z t °' ti-"' 100 I 17 2 100 3 100 4 S6 5 100 6 00 7 100 8 08/01/01 Logged KHC Bv Hollow Stem Auger Equipment Truck-mounted Mobile B-59 drill rig D&M Sampler !Hammer 300 lb. hammer w/ 30 inch drop Data 33 Elevation (fl) 44 1! ! ~] ~ J (.) i ~~ Material Description 1 ""' "' "' ::, ·"'" -..._ me"' ~zone SM Dark brown silty fine sand W1th gravel (medium dense., moist) 12 • (1;.. ML Dark brown sandy sdt (stif( moist) (fill) ... 1 ~ Becomes very soft with organic matter ML Gray sandy silt (soft to medium stiff. moist) 5 • ... l, DL Dork gray sandy organic silt (medium stiff. moist) 711 LL. I., ,, L.. ._1,~ SM Grafra~~%~d with organic matter (loose, moist) (root 811 iY-· ML Gray silt (medium stifI moi!i.1) 8 II ::·.;::· SM Brown silty fine sand and gravel (loose. mmst) L.. Harder drilling at 25 feet t SP-SM Gray fine sand with silt (very dense, moist) 5016" 1:8: .. 1·· I'.·· ... ·: S0/4~-~: .: . Boring completed at 33 feet on &/01/01 Ground waler encountered at 26 feet during drilling ... Note: Sec Figure A-2 for explanation of symbols I Location Kent, WA Contractor Holt Drilling Drill Bit X-coordinate: Not Determined Y.roorrlino.re: Nnt'"'~-'""" Datum: Not Determined Svstcm: Jntnot<.=inM ] ~ i L ~c-Other Tests r §! And Notes I:' Cl r FF 14 114 - - 23 99 - - - 'SJ_ - 10 - ~, < « Geo.Engineers LOG OF BORING 8-2 ffi " w " FIGUREA-4 ... w ~ ~ J: I-.. ~ 0 '-5 -10 ~15 '-20 ""25 ~30 35 § i " Project I Job Number I Location Valley Medical Center 2202-017-00 Kent, WA IToie 08101101 i.<>sgcd KHC Contractor Holt Drilling Drilled Bv Dnll Hollow Stem Auger Equipment Truck-mounted Mobile B-59 drill rig !Drill Method Bit Sample: D&M Sampler Hammer 300 lb. hammer wl 30 inch drop X-coordinate: Not Determined Method Data Y-coordinate: t,Jr,tr"I.J.--j ... a.rl Total Depth (ft) Zl.5 Elevation (ft) 36 Datum: Not Determined Svstcm: ,, .. ~-·-· . I-Q. ii ~ UJ f 0 I t ! ·i t z h ~ Other Tests .; ! .!I Material Description <;# S:c i= u Iii t. 1!~ And "' ~ 1 "' ~ Uv, i-::, Notes .. #-"' "' "' a i!l ::, ~ 0 ,vu -...., mch .. ~ a~er r ML Dark gray silt with organic W1th occasional tine lo coarse grovel and organic matter (very soft, moist) (fill) 56 I 2 • 14 120 5--Grades to dark brown and becomes medium stiff - ]00 2 8 • 1.-•. SM Dark brown s1Ity fine snnd with occasional fine to coarse 100 3 3 • :-· ... ·· gravel (looS<. moist) (fill) 17 94 10--1:.: ~ - 3 111 •. r·. :_- Black silty fine to medium stmd with organic matter and S6 4 gravel (loose. moist) (fill) 15- : r .· -'Si--::t ML Gray snndy silt with occns1onal tine to coarse gravel (stiff. wel) 19 111 Gravelly drilling at 16 feet 78 5 12 124 20-'-- Becomes hard and moist 83 6 5016"11 Boring completed at 23.5 feel on 8101/01 25-'-Ground water was encountered at 12 feet during drilling - 30-._ - 35-._ - Note: Sec Figure A-2 for explanation of symbols Geo.Engineers LOG OF BORING B-3 FIGUREA-5 I- "' t ;;:; :i: I-Cl. ~ o '-5 ~10 .... ,5 ~20 '-25 ~:io '-35 ,., .. • ,_. ,. .. ,. ! •r ,. -·---.. I ,- I I I ,- , .. .... ... Project Valley Medical Center !Job Number 2202-017-00 Date Drilled Drill Method jSample Method Total Depth (ft) .... w ~ 0 w ... ~ i ,!; :c 0: ~ .... .. UJ ,,_ "' 0 0 JOO I 5- JOO 2 100 3 10- 100 4 15- 20- 1 25- q ~ I b ~ § ' ' ffi a: a I § t 01 m 30- 35- 08/01101 Logged KHC Bv Hollow Stem Auger Equipment Truck-mounted Mobile B-59 drill rig D&M Sampler Hammer 300 lb. hammer w/ 30 inch drop Data 14 Elevation (ft) 41 Q. l 1-! 5 ~ :g .!,! u E :;:[ Material Description ~ ,ii -a I! U<0 "' "' (!) ::, :•: >M Brown silly hne sand with organic matter (loose, moist) ~Ii,-ASPHALT =. (fill} (to~soilj ••••••• SM \3 inch asE!halt concrete ~vcmcnt Brown silty fine sand (loose to medium dense.. moist) 10 (fill) ML -Gr:iy sandy silt (medium stiff. moist) 6 • 26 • Becomes very stiff - 53. Becomes hard Bonngcompleted at 14 tCCton 8/01/01 -No ground w.ater encountered during drilling - - - - Note: See Figure: A-2 for expl::mo.tion of symbols I Location Kent, WA Contractor Holt Drilling IUnJJ Bit X-c:oordinate: Not Determined Y-coordi ate: l>lotn•~=ln Datum: Not Determined Svstem: Not net•=;"°" 1 :l: .2> ~c Other Tests u-;t.. "' g_ And §-Notes ;; ~ d r - 28 91 - - - - - - Geo.Engineers LOG OF BORING 8-4 FIGURE A-6 .... w w ... .: :c ~ UJ 0 0 ,-5 -10 H5 -20 -25 -30 ... 35 Project IJob Number I Location Valley Medical Center 2202-017-00 Kent, WA LOG OF HAND AUGER HA-1 Date Excavated: 8/1/01 Logged by: KHC Equipment: Hand EguiQment Surface Elevation (ft): 46 I-0 ! Ii ! ~:s j h ! I-... z Other Tests ... ... h: ... .. ! 8. E J ~[ Material Description !'i And .. ;:: ;!IS z iE la 1 ~ Uu, ii j~ ! Notes i (I) C) (I) • I-.. "' ::, ~ .. i!lo >M Brown silty sa.Dd with gravel (loose to medium dense, 0~ .:: moist)(fill) I ~ •.. 2 ~. , .. :. Obstruction encountered (possibly rocks/cobbles) 5--Hnnd auger completed at 4 . .5 feet on 8/02/0 t No ground watcc sci:pagc observed --5 No caving observed Noles; The depths of the hand iluger logs are based on an average of measurements acrOtJs lhe hand auger and should be considered accurate to 0.5 foot. LOG OF HAND AUGER HA-2 Date Excavated: 8/1/01 Logged by: KHC Equipment: Hand EguiQment Surface Elevation (ft): 38 I-0 ! ! '1. ~ f I-... z ~ :s s h Other Tests ... ~ ! 8. i l ~[ L ! And ~ ;:; Material Description .~ ;:; E I ~ ~"' j ~~ I .. ~ Notes I Ii: (I) C) ::, ~ I- "' l .. ... al!! co ~TI ,oa ,aycr ~~~ ML Dark brown sandy silt with gravel ond/or silty sand with gravel (soft. moist) (fill) I -..AsRhalt debris cncounlcred ,,-- Hand aL1gcr completed at 2 feet on 8/02/01 No ground waler seep.age observed No caving observed I : 5----5 Notee: The depths of the hand auger logs are based on an average of measurements across the hand auger and should be considered accurate to 0.5 foot. Geo.Engineers LOG OF HAND AUGER FIGUREA-7 APPENDIX D Report Limitations and Guidelines For Use APPENDIX D REPORT LIMITATIONS AND GUIDELINES FOR USE 1 This appendix provides information to help you manage your risks with respect to the use of this report. Geotechnlcal Services Are Performed for Specific Purposes, Persons and Projects This report has been prepared for the exclusive use of Valley Medical Center (VMC) and other project team members for the VMC FY 2017 Medical Office Building Project. This report is not intended for use by others, and the information contained herein is not applicable to other sites. Geo Engineers structures our services to meet the specific needs of our clients. For example, a geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction contractor or even another civil engineer or architect that are involved in the same project. Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report is unique, prepared solely for the specific client and project site. Our report is prepared for the exclusive use of our Client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. This is to provide our firm with reasonable protection against open-ended liability claims by third parties with whom there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with our Agreement with the Client and generally accepted geotechnical practices in this area at the time this report was prepared. This report should not be applied for any purpose or project except the one originally contemplated. A Geotechnical Engineering or Geologic Report Is Based on a Unique Set of Project-specific Factors This report has been prepared for the VMC FY 2017 Medical Office Building Project in Renton, Washington. GeoEngineers considered a number of unique, project-specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise. do not rely on this report if it was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. For example, changes that can affect the applicability of this report include those that affect: • the function of the proposed structure; • elevation, configuration, location, orientation or weight of the proposed structure; 1 Developed based on material provided by GBA, GeoProfessional Business Association: www.geoprofessional.org. GrnENGINEERs_,O September 16.2016 Page D-1 :2G"i:4Ul· • composition of the design team; or • project ownership. If important changes are made after the date of this report, GeoEngineers should be given the opportunity to review our interpretations and recommendations and provide written modifications or confirmation, as appropriate. Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by manmade events such as construction on or adjacent to the site, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying a report to determine if it remains applicable. Most Geotechnical and Geologic Findings Are Professional Opinions Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then applied our professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Geotechnical Engineering Report Recommendations Are Not Final Do not over-rely on the preliminary construction recommendations included in this report. These recommendations are not final, because they were developed principally from GeoEngineers' professional judgment and opinion. GeoEngineers' recommendations can be finalized only by observing actual subsurface conditions revealed during construction. Geo Engineers cannot assume responsibility or liability for this report's recommendations if we do not perform construction observation. Sufficient monitoring, testing and consultation by GeoEngineers should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities are completed in accordance with our recommendations. Retaining GeoEngineers for construction observation for this project is the most effective method of managing the risks associated with unanticipated conditions. A Geotechnical Engineering or Geologic Report Could Be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. You could lower that risk by having GeoEngineers confer with appropriate members of the design team after submitting the report. Also retain GeoEngineers to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce that risk by having GeoEngineers participate in pre-bid and preconstruction conferences, and by providing construction observation. GrnENGINEERs_9 Septemt.H:" 16. '.:?016 P;-i~,e 8-2 Do Not Redraw the Exploration Logs Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems. give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might an owner be in a position to give contractors the best information available, while requiring them to at least share the financial responsibilities stemming from unanticipated conditions. Further, a contingency for unanticipated conditions should be included in your project budget and schedule. Contractors Are Responsible for Site Safety on Their Own Construction Projects Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on-site personnel and to adjacent properties. Read These Provisions Closely Some clients, design professionals and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments. claims and disputes. GeoEngineers includes these explanatory "limitations" provisions in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these "Report Limitations and Guidelines for Use" apply to your project or site. Geotechnical, Geologic and Environmental Reports Should Not Be Interchanged The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns regarding a specific project. GEOENGINEERsg September 16, 2016 Page D-3 S!lll\l~3d ~3H!O o· l 7.0 OTHER PERMITS Other permits for this site include: Water Line Extension Permit Sanitary Sewer Extension Permit Clear and Grade Permit Site Development Permit NPDES General Permit from the Department of Ecology for sites with disturbance over 1 acre 18092.004.doc 8.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN ANALYSIS AND DESIGN (TO BE SUBMITTED LATER) 8.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN ANALYSIS AND DESIGN A Construction Stormwater Pollution Prevention Plan will be provided with the Final Technical Information Report prepared for this project site. 18092 004.doc 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATIONS OF COVENANT (TO BE SUBMITTED LATER) 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT A Bond Quantities Worksheet as well as a Flow Control and Water Quality Facility Summary Sheet and sketch and a Declaration of Covenant if these are required will be provided for this project site with the Final Technical Information Report prepared for this project. 18092.004.doc 10.0 OPERATIONS AND MAINTENANCE MANUAL (TO BE SUBMITTED LATER) 10.0 OPERATIONS AND MAINTENANCE MANUAL An Operations and Maintenance Manual will be prepared with the Final Technical Information Report prepared for this project site. 18092.004.doc Biological Pollutants GeoEngineers' Scope of Work specifically excludes the investigation, detection, prevention or assessment of the presence of Biological Pollutants. Accordingly, this report does not include any interpretations, recommendations, findings, or conclusions regarding the detecting, assessing, preventing or abating of Biological Pollutants and no conclusions or inferences should be drawn regarding Biological Pollutants, as they may relate to this project. The term "Biological Pollutants" includes, but is not limited to, molds, fungi, spores, bacteria, and viruses, and/or any of their byproducts. If Client desires these specialized services, they should be obtained from a consultant who offers services in this specialized field. GEOENGINEERs9 Septernbf'r 16. 2016 Page 0·4 Have we delivered World Class Client Service? Please let us know by visiting www.geoenglneers.com/feedback. GEoENGINEER~