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SWP272802
Return Address: City Clerk's Office City of Renton 1055 South Grady Way Renton,WA BILL OF SALE Property Tax Parcel Number: Project File#: G� [ l _ c?—V Street Intersection: Grantor(s): Grantee(s): 1. u c` 1. City of Renton, a Municipal Corporation The Grantor,as named above,for,and in consideration of mutual benefits,hereby grants,bargains,sells and delivers to the Grantee,as named above,the following described personal property now located at: n y 5 S0,M y,`IC ROES in the City of Renton,County of King and State of Washington,to-wit: By this conveyance,Grantor will warrant and defend the sale hereby made unto the Grantee against all and every person or persons,whomsoever,lawfully claiming or to claim the same. This conveyance shall bind the heirs,executors, administrators and assigns forever. IN WITNESS WEE OF,I have hereunto set my hand and seal the day and year as written below. Notary Seal must be within box INDIVIDUAL FORM OFACKNOWVLEDGMENT STATE OF WASHINGTON )SS COUNTY OF KING I certify that I know or have satisfactory evidence thath-C 7 signed this instrument and acknowledged il to be his/her/their free and voluntary act for the uses and purposes - mentioned in the instrument Notary Public in and fof the State of Washington Notary(Print) til�G�e IC NE�(1>Z a✓1✓1 My appointment ex ires: _..c,a. ,...�' Dated: H:\FORMS\KCRECORD\BOS.DOC\bh Page I " � ,ell PROJECT LOSI'N 14 Find Case Data FINAL COST DATA AND DV&KWRY � SUBfBCT. Ez) CMPROJELCrNUMBERS: Wm- WWP.WP- �D"4 SO Z Name a f pqf ea TRO. Permi4 E G 990/63 Ta a�ertlr�torl 'P20M: G7:j C Dn i t Pka Rarlew S d w Lt4J 0.2 A 7AC Sr Plmrsip0ull&n#?id&Works r n J>.+ , b selu 2W MW Aveaue South Rmtm.WA 9M DATE:- Per the request of the City of Renton,the following information is ftunislied concerning final costs for improvements installed for the above refore6cod pmjocL Sim Type L.F.of WATERMAIN K/k L.F.of WATERMAIN �1�'�� c,.F.or wAT6RatAIN -- LF.of WA7FAM 1�! EACH or GATE VALVES EACH of GATE VALVES EACH of GATE VALV= .. EACH of PRE HYDRANT ASSEWOUES $ (Con Of FItt mydm to nua be listed sepasae*) t (Iadude Fi4keedog aM Sales Tan if appBWk s TOTALCOSTPC)RWATfRSYSTI:M S Sr U-4"2 =Rm DMNAGE SY6 Lett Sim _t7rp! Length Size L.F.of w - SEWER MAIN "-.of ' STORAS LINE LF.of SEWER MAIN LF.of C ' STUtitd UN£ LA of SEWER MAIN LF.of STORM LINE A EA of UTAMUM MANHOLES EA of STORM Pd.EiATtnW __1V t EA of DIAMETER l ANROLES EA of .? . STORM CATCHBASIN (tnc.dina EA6M=int and Sdit Tu ZA of STORM CAT CHBASIN I(appticabk) S (including Eng6mming"Saki Tax TOTAL CAST FOR SAWARY tiwow SYXTRM $ � If"pbmbk) S TarAL COST FOR STORM DRAWAOE SYSTEM S STREET IMPROMAEN[S: (Iaduding Ctaib.Glaser,Sidewalk.AsplWt Pav=atxtt and Sma Lighti SIGNALMATiON. (1mda&g Eq&Dmp CxtL.Qj Pumit Fms,W A St Safes Tu) / / N s`IREET UGHMG: (lnduudioS Eu&Design Cosa.CS}y Foet,WA St Sala Tax) �4r1 S41Jilp-/'s 60�) . 30 0 Print:;gaasry»ame r arnulE�t'IDAT2DOt71� (S' ry must be sad anent or owW of sub$ct devdopmM) Sunday,November 07,1999 11:49 PM To:cart From:Bud King, 425-432-5456 Page:1 of 2 PROJECT CLOSING 14 Final Cost Data FINAL COST DATA AND INVENTORY and Inventory SUBJECT. / CTTY PROJECT NUMBERS: WIR- WWP- l.y j ` r Soh G ai-f p/l3� SWP- lo _ -Z Narre of projea TRO - ��r rn j G 94a/63 TED- TO: City of Renton 'FROM: � J Con_C f Plan Review Section �E5 C F z-71 S j PianningMuiiding/Public Works 240 Mill Avc.:uc South Renton,WA 98055 DAM Per the request of the City of Renton,the following information is furnished conceming final costs for improvements installed for the above referenced project. WATER SYSTEM CONSSTRUCTICIN COS t S Size Type L F.of WATERMAPI L.F.of WATERMAIN r F "f W AT E MA 4 L.F.of " WATERMAIN EACH of GATE VALVES EACH of GATE VALVES FACHof GATE VALVES EACH of Fib HYDRANI`ASSEMBLIES S (Cost of Fire Hydrants must be listed seprate-!;) (Include Engineering and Sales Tax if applicahl* 3 TOTAL COST FOR WATER SYSTEM 5 SANITARY SEWER SYSTEM: S.O,L SE MRM DRAINAGE SYS£E:;: L<ngth S.— Tye Length Size Type — LF,of SEWER hlAtri L.F.of _ f 1 STORM,LIINE L.F.of SEWER MAL`( -- .�- L.F,of _ C _ R �.i STc. NI LINE. L.F.of SEWER MAIN L.F.of STORM LINE EA of OIAMSPEIt MANHOLES EA of STORM INI.E IIOUTLET IV 1� EA of " DU1Mn'Tr.R MANHOLES �_ EA of �?U�C� ' STORM CATCHBASIN (Inck,&n-g =^�SW'tt T aA FA of •n" STORM CATl:t{3nJDv' if applicable) S _ (including Engineering and Sales Tax TOTAL COST FOR SANITARY SEWER SYSTEM S if applicable) S TOTAL COST FOR STORM DRALNAOE SYSTEM,I S Q STREET MIPROVEMENTS: (Including C1dfi,Guttcr,Sidewalk,Asphalt Pa eme„t and St;x:Lighting) SIGNALIZATION: (Including Ene.Design Costa,City PrrTn_t Fzes WA St Sates Tax) NN 11REET LIGHTING: (including Eng.Design Costs,City PFees,WA St Sales Tax) Print signatory name I far slCCSiDAT2•aiClbn (Si a ry must be au �wd*Sat � or owner of subject development) PORTION OF THE S.E.. 1/4 OF SEC. 19 TWIN. 23 N., RNG 5 E., WIVI KING COUNTY, WASHINGTON M JU-TYPE I 3SHAIFFUCK+45-N&41.00'LT. sl N, A�S. -o+4i.9.22 LT. 22NO PL MATCH ENSTING PA� ARE -14 a (J)0 IV CURB cv, (TI., -4 -12*S.O. 0 0 23(i2: 0 IS. 22ND P C CS 12-TYPE I ST Ov I , 3+19.53.,61&22YL1 aim n.w REIRA r. Mai MATCH MSTING PAMNG 0 04 R-,S.M— W376'M-. vwco- GA5 LINE CONFLICT- LOCATE EXISTING S.MAILBOKES& POTHOLE ENINT TO UtILInES S ME-NO(T1R.) 3 2 0-1 E 10 3E RELOCATED TO LOT A 4z 5 75. STA, 21IL57.1&�'LT. LEGENDP-280203 2OLDO =C.T4 AIING 7:7�7=,'=7t =f=—_7!SBIF2ill V FIRIIIA"FE BAN ROOFD"M .8"A 0 is W..Typ. 5'CURE MT__--� N Y4W1B5.00 NEW 12' HO 4 USE TO BE DEDICATED TO THE PURPOSES UPON RECORDING ROAD UPUELFC USE FOR :T 2V 295.09' 2.' �_CcAx F. 300,09, CITY OF REN• CONTRw S. 23RD ST. 10"I IT NO S. 23RD E'DRI,�RAN 7 e OF RENTON 1/2"BRONZE BUTTON NTH A (UNOPENED RIGHT.OF-WAY)CONTROL MONUMENT 'No.:ml PUNCH ON A CONCREIE POST ST. 3/8 BRASS R'Uc I MONUMENT DOW 0+3'IN A A MONUMENT CASE APPRCX 6' NOTES U, EAST CONSTRUCTED S.LINE.SE 1/4.SEC.19-23-5 . FLIHE OF EA y CASE IN CENTERLINE C,, EAST�AIIE 1. UNLESS O"THERNISE SPECIFIED.STORY PIPE(W) .:NO AVEAIE *Y AT THE NORTHERL SHALL BE ADS N-12 ON EOLIAL. AT 'C'-o"C' OF All MONU ENT NO.230 COPPER -c",OF PIPELINE R.O...) A ..I A ME mI PR I, S.� -ST ETEE !.F�T;S' TACK�N LEAD ON A CONCRETE 2- ALL TRENCH&STREET OVER"Y SHALL BE PER E '/99) (OSITEDSITE A MONUMENT CASE AT STREET OVERLAY REQUIREMENTS. (IVTEC TER POST MONUMENT GOWN 0.5 CURRENT CITY OF RIENTON 7NENW RESTORATION E74E STRUCtEO CENTER OF CA C C11-DE-SAC -E(BHT) END S.2'T T Call tIOTE '40 RECOMMENDED Im FIR ZKJAU p 1 '328 97'(ew �S88'4 A`1 C-EC UKED FOR COMPLIA 1/4 CORNER M'E O.R OF SS'SON ORIA SE,NEAR bfr.youi AM I 7,�Cn SIANDARDSHCE ro,APPROVAL THE NORTHEAST CORNER OF D4g. SEC.19-23-6 TEAWALE PAW.ELE70,354 -A V"-$* METERS 2M.755 FEET :tgdwg� i 1111-1211111 Z�I MIT ——— ` I IN Kc I I Im XT.3M ROLL 161 142 o s PORTION OF THE S.E.. 1/4 OF SEC. 19 TWN. 23 N., RNG 5 E., WM \ KING COUNTY, WASHINGTON ; \I G8.i3 TYPE I 1 S.2—.03 LT. -I EP; 9. «v.ass+s o'xw ',: TI,. .... MATCH 1EXISTING PANNC 1{ ,• .." S�TNCK22�TS srn.a.ns.0 snnrrua xM.x ux � � Z / 5'TO BE DEDICATED TO THE r I \ PUBLIC USE UPON RECORDING y -•-• •-•• �INV/85.93 b SAWCUT h MATCH I, OI./A ry 10'CURB CUT m U I fh _ 4\—W —N--e——_' r __ _—Ira.v' —_ Jp•aa` Hen I — snNG\ _�— rnE ;NBe•31.26"w� m I 1 T e 1. II i^�ti:�;," a, S� i IDfµq k ASPHALT 81.34' -S. wj x D - 231�0I0.B6�_ _ \ _ I R.O.W.�1RACi TO BE 'wc°1OEo w.Hurt s v wn xrms n xwc or..n wnawTa. C DEEDED TO CITY OF BAnSc OF BFAmNC Q -'... \ & 01• 3-' _ R11 FOR ROAD PURPOSES. nnr 6 vwur..%ssrnNr,v.n«a.snrs c.ns r w1c«ros u xwc coxxn, T- nn ]S.00. -- II SST TA-3+19.55,15.22'LT. p N /\' 20 55.0 i I RIM-188.03 O�V 3 O ',P\ IB.9 T3 '_--. �ry I 1 1 L-231�8' I« o I INVTCH EXISTING PAVING x V•caNrA>o Hal nx 85.56 2 ... -'•' 1 R-13.00 0I I nx?wwurmr wrx n ruxH a n muwnl cost upiuvlxr ww.o.s' .}90roD1DD•' 1 `7 \\ OCATE E S NC1 2 II a POSSIBLE GAS LINE CONFLICT- �• II �MwaIXr s \ \ I \ 3 POTHOLE PRIOR TO mn wmoinmra ran MAILBO $k. 8 -I I ¢xrznsc rc sasr vnun r Ix nw cwsmuclm N g T ••\\ \ \ \ \ \\ ~g// \ 3 UTILITIES S NEEDED 4TYP.:.\ g X I I I CONSTRUCTION xaxAw„r:N w vv rsxs s s xc aeueses rtn Ncv�mv a.a usmrs PP I I I I INSIRNNENTATON \ \ 1 1 \ \ \ \1\ \ EXIS INc BRAWL DRIV$WAY OBE REkOCA EO TO OT 9Xn x w zom a vm c aa,n -wx°°v xi a Lons wns Ew,E E.I \\ \ \ \ \\ ---- ----- / I GB/1-TYPE, \ \ \ \ \ \ \ 5.00' _--� ---J5.= // / RIM 188.9351.15.22'LT. LEGEND \\ s \.a\ \ \ \ \ \ _ \ \ \ Sflpb'_ o MATCH EXISTING PAVING 42NE8. INV�1B5.16 W EXIST.WRIER VALVE PRIVATE J N88'31'2B W - T-�" oen:wc«wxamucn lE o \ \ o \ \ \ \ \ DRAINAGE - __ - / 37 tYw EXIST.FIRE HYDRANT asses s1 Tum s,n1s EASEMENT xw vwA.w.aewx O 0.80 E 8-PRIVATE u'a Ine9 ux«sa 0 Ix MAIN m ii• EXIST.WATER METER \ \ \ \ 1;MIN..IYP. I I % LAND SURVEYOR \ 15'ICURB CUT INV-185.00 NEW 12'NW p '._J EXIST.SEWER MANHOLElip e.«.w waxxexrR 11 EXIST.CATCH BASIN <'�ilroma e 3E SHOP I'E o 11� t8 E%IST STORM MANHOLEtyEET WOE%� ¢h EXIST.TELEPHONE PEDESTAL s. resu tux s '\ \ I I I I•,x EXIST.POWER POLE EXIST.POWER POLE GUY ANCHOR' TO BE DEDICATED TO THE I� I' Ixv aunt e w E PUBLIC US5EE FEW ROAD '�I- EXIST SIGN A \ \ \ \ PURPOSES UPION RECORDING F I(((999"' a / EXIST.MAILBOX 280 D' EXIST.WATER LINE(LOCATE PAINT) oea a \ 1 -. \ \ •, x ` \ '• S� \\ \ \ 95.09\ -� HE - -\ _ _1. � 0 -Tx.ce EXIST,GAS LINE(LOCATE PINT � ` \` - ... , -I I I •+ o wrveles:�I,x N EXIST.CAS VALVE a xv.—, EXIST.STORM DRAIN CITY'OF RENTON CONTROL S. 23RD ST - v4 0, _ 4 S. 23RD MONUMENT N).1160 r CITY OF RENTON 1/2`BRON2E BUTTON WITH A (UNOPENED RIGHT-OF-WAY) \ Nn r '• EXIST.FENCE LINE IiUPC CONTROL uO.UMEN1 PUNCH ON A CONCRETE POST _ '\ I I ST, 3/8'BRASS PLUG IN MONUMENT DOWN 0.3'IN A MONUMENT CASE APPROX.6' NOTES: .)k• iC A 10"MONUMENT EAST OF CONSTRUCTED CASE IN CENTERLINE CENTER S.uNE.SE 1/4,SEC.19-23-5 LINE OF EAST VALLEY 1. UNLESS OTHERWISE SPECIFIED.STORM PIPE(SD) i rt4 OF LIVID AVE S.w.AT HIGHWAY AT THE NORTHERLY CITY OF RENTDN CONTROL SHALL BE ADS N-12 OR EQUAL kpp ("'23RD ST. MARGIN OF AN EAST-WEST MONUMENT NO,230 COPPER IrwrnlP�� a (PIPELINE P.O.W.) PIPELINE RICHT-OF-WAY. TACK IN LEAD ON A CONCRETE 2. ALL TRENCH O STREET OVERLAY SHALL BE PER THE a (VISITED 1/99) (VISITED 1/99)ELEV.a 5.743 POST MONUMENT DOWN 0.5'IN nw.Xrmw CURRENT CITY OF RENTON TRENCH RESTORATION k ,. �'�32&96"(CQR.) b9'S1'S`E METERS(18.842 FEET) SITE A MONUMENT CASE AT THE er arlW uacwAms STREET OVERLAY REQUIREMENTS. XT355.06'(KNIT CONSTRUCTED CENTER OF A ' 'S' HI 1355.21'C.O kR CUL-OE-SAC ON THE EAST NOTE: 5B9'5031 E IooA 2-(BHT) ------------------------ S8843'l0'E(BHT) END OF S.23re STREET,WEST Call CHECKED FOR COMPLIANCE RECOMMENDED } 1128.97'(8HI) S88'II'J6"E C.O.R. OF BEN SON DRIVE SE,NEAR IN}OTO you TO CITY STANDARDS FOR APPROVAL S.1/9 CORNER THE NORTHEAST CORNER OF D}^• - SEC.19-23-6 TEASDAIE PARK.ELEV,-70.334 •9 .S p� g 7M0'YO�iIiOs "„ METERS 230.756 FEET "oo-azs-aaaa SCANNED ICY-E R99 C __ ROLL #160 # 41'0 7 24 e r BAIMA & HOLMBERG INC. of 'to MAY 2 REM DRAINAGE REPORT VIEW PLAN k FOR WILKINSON SHORT PLAT May 24, -1999 ASIJ BAIMA & HOLMBERG, INC. A 11332 o Fore' 1w Job No. 1610-001S��r�Ai E''G EXPIRES (�'' j�®® Prepared For KING CONSTRUCTION 26720 SE 216`' Street Maple Valley, WA 98038 100 FRONT STREET SOUTH ISSAQUAH • WASHINGTON • 98027-3817 (425) 392-0250 (425) 391-3055 114 > Mag 16.00 w it Fri Jan 22 15:33 1999 ----j fi Scale 1:7,812(at center) W-t 5W Feet 200 Meters 71 Local Road 1 State Route V" Interstate/Limited Access E)dt Population Center Woodland 980551- :!%W2iTa Qk' i? r& o% 01 i!v it IC 1996 DeLorme Street MAP 1I A7c' i1G\ ! _--------' - r! +\ I I ,'t, Y �1 -}- I � t t , t r � � i x `'��•� r t �/ F� �' � ;._==": --_----_- _---_-_-_-_-•.__ ._ /�t,``"t;. \ ' � � �:. .,..",", 4: �r}I \k. � � { •S�{ Sri 41;�� � ,( i"� t �,. 1. t j '._..�L��=_ �_ fir__ ��`L�=:r'''i!/ ° + >• 1�:. r` ( t ' t 1( { t ! / A3.-( `t� , t � it r�if y I ! {r-��!j_ro""" "i.���-_-��-.7!/ i J r! }I r j�i,I .Y.� r�.. �rl'i '.'.�- _�' t,"�� � � i I (.0 t t r r � < ?•' 1i f i11Ir ' J �� � ': 7 � x % ,\ f 1 jt1�r"-uty`- `.?ut ti 31.�♦ //.r /ri , -. 1 -, It 7I1 t t , _ ,l! ,i_{ ,,try-fir 1{ ' 'f it / \ \ ttlt4kdt ytF�FL• u i r / - Y •�� ♦..!� :" ! r / i 1 ri (� !�, I� /r '♦ \ Ity` It��l r/ �:�ki { �' / ` __ -.� 3a.;1 s: ' \ t\1� �.\ r �� 1 / i� /+ t , { ;t S 1 / .• J 1 i ( - tt,l.r}�,"E'1 t , � I, /, �.... -^- / y i / i f i • }i� ,.., ��t �1 / S:J/ i r 1 ,_ ._ �t}Y:'�.;•y��� �(• � !,�/.jS_-' ' ! j�-e ♦ / i•�� .� I I : 1 / / \`tyt�,�(.�i',51.. , \ r /'.j I j +'r 4";���� �•. 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'2 ;1� \ ---- }�• , \j•� / . 1 �++ 4 � t11t \ t S S.�'.i !i 1 1 \ \ ,!lsOtY�t• �KLRU.W \ '\�a:Y�`. \ `.1. !, / ( �1� �F:. } s.7^.x { 1 1 rri /: !1 t 11,t \ .11'�1:ltin.`'F31 ���'i•*,- � � } I t �i r+j � ! ,j! 1 a. id f / r i:• 1 t t\ \tck^sa ♦ tittEczt _ \ 1 / rr�i i rwt'"i'�1� \i t } ,'-t.. i, 1 f/i J //•: \ t V\ ��L k 1\\`\1,t• " \\`l-• aC.'.� 1•t t �` �. i 1 F 4� �.. `�_�_ - ! F t-t• ��\�e�i�z ��E '� i \ tit � ',`! � 1 ` � ��\�li`; ,- '°� \ \� I �;1 a9s\ •,`I 1 !-_.� -��;� t 1 t„ \\ T8:3: # \ `J\u ,-\ ,•\`` , + 1 1 •.:z / -'•� \t� �t(1 , a-;c (�/ ♦ ` [i !: F _•.`e' i 1 ... \\. tit o:w •o�ex-\ u�r/ ,� t � S - I e��!i ss .. h,t \ ' t t t t�rx43-e•�\\�-♦w v t .� ` ;♦`` •r. \ \v. >:- { i ��(� :.. � 't:ri': ,i` k ` ,\ TT�4�♦tC;♦ ♦i ;t 1 t (+r 1l � ._-�.----• ,'(i ., i , •' � 1 its' '`��`'1 \♦\..: \ t \��S♦•'�'4� '; l♦.\C<1.`1l �` � � ..-•����i�x.• � :i ! /�/ S '• t , 11 \\ \';� \ �;tom ♦ \ �/\ ` :\�:c\,V -NF Y"- - A` f P'p4i tJ AG,Y _ Z 1 Oct PROJECT OVERVIEW This project involves subdividing a 1.45 acre parcel into three ±6,700sf lots and a ±40,920sf lot. The three created lots will become single-family residences, while the larger lot will remain as-is with an existing house and garage. The site is located at the southwest corner of South 23`a Street and Shattuck Avenue South. The eastern 2/3 of the site is generally cleared, with a house, garage and various sheds, driveways and parking areas. A local ridge through the site divides drainage where approximately 1/3 of the site drains east towards Shattuck Avenue South, with the remainder draining west over the slope that overlooks SR167. DOWNSTREAM DRAINAGE EAST BASIN The east 1/3 of the site drains east to the 12" storm system in Shattuck Avenue. South. This conveyance flows north toward South 19`h Street. There are no obvious drainage problems associated with the drainage system. WEST BASIN The west 2/3 of the site sheet flows west about 200 feet down the bluff overlooking SR167 to a large wetland, located about 600 feet west. The slope is wooded, with areas that are probably steeper than 40%. There are no obvious drainage problems along this slope. DRAINAGE PLAN Because creating these three additional lots only involves three addition roofs and driveways, the proposed concept drainage plans show the extension of storm stubouts from the Shattuck Avenue South drainage system to each lot, without detention or water quality. The yards will drain as this cleared area now does. JOB BAIMA & HOLMBERG, INC. 100 Front Street South SHEET NO. OF ISSAQUAH, WASHINGTON 98027-3817 CALCULATED BY DATE Zy (425) 392-0250 FAX (425) 391-3055 CHECKED BY DATE SCALE ........... . ........... ..... ...... _ PA l,:a iC[. T yt/�{:..._. ..._.. N1Ji.(..71l9�V..... ......... ... ,4 - (-, ..... ........ C9 , _C25�f ... _..._ N ...... ,...._. ... ...: .............. ......................... Tom- D +� ►N ..... _ IV! - .C:Q � Z A 9>L �4wnl 455 U 0 G -- t Al too Lg dp Pfl000CT 2014(Single Sheets)205-1(Padded) y. JOB ` l5/L Q cot BAIMA & HOLMBERG, INC. 100 Front Street South SHEET NO. OF ISSAQUAH, WASHINGTON 98027-3817 CALCULATED BY DATE Z (425) 392-0250 FAX (425) 391-3055 CHECKED BY DATE SCALE .. E VE L{. G©c lQJSF . ... . i. Pfl000CT 204-1(Sm9le Sheets)205-1(Padded) ---------------------------------------------------------------------- ******************** S.C.S. TYPE-IA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1.0 .9 85.0 .1 98.0 10.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .61 7.83 8827 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1.0 .8 86.0 .2 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .75 7.67 9880 TERRA ASSOCIATES, Inc. _._..- Consultants in Geotechnical Engineering, Geology _ and - - Environmental Earth Sciences CITY OF RENTON RECEIVED MAY - 9 1996 July 12, 1990 Project No. T-1416 BUILDING DIVISION Mr. Ron Deverman Wilsey and Ham Pacific 1980 - 112th Avenue NE P.O. Box C-97304 Bellevue, Washington 98009 - 7730 Subject: Geotechnical Engineering Study Forrest Creste Apartments 12200 - 12400 Block 138th Avenue SE Renton, Washington ` Dear Mr. Deverman: As requested, we have conducted a geotechnical engineering study for the proposed Forrest Creste Apartments in Renton. The location of the project is shown on Figure 1. The purpose of our study was to explore subsurface and groundwater conditions at the site in order to provide geotechnical information on the feasibility of developing this site, recommendations for site preparation, foundations for the proposed structures and site drainage. We also prepared information to be incorporated in an Environmental Impact Statement (EIS). The scope of our study included site reconnaissance, excavation of several test pits and probes across the site, laboratory testing of representative soil samples, engineering analyses and the preparation of this report. This report presents the results of our observations and studies along with supporting field and laboratory test data. SUMMARY Our study indicates that the site is underlain at a shallow depth by loose to medium dense silty sand overlying dense, gravelly, silty sand till soils. Conventional spread footings may be used as foundation support for the proposed apartments. These footings may bear on the undisturbed, competent, native soils existing at the site or on compacted fills placed above the competent, native soils. Old fill soils up to eight feet thick are present in the northwestern corner of the site. These fills should be removed from building and parking areas. 12525 Willows Road, Suite 101, Kirkland, Washington 98034 • Phone (206) 821-7777 • FAX 821-4334 � r Mr. Icon Deverman July 12, 1990 Moderate groundwater seepage was noted in several of the test pits in the western portion of the site. The groundwater appears to be perched on top of the till and will produce seepage in two to three foot cuts. To minimize difficulties in working with the moisture sensitive native soils, we suggest that grading be performed during the dry season and when soil moistures are reduced. This will improve the chances for using the native materials as fill material. If grading is to be performed in wet weather, you should plan on importing significant quantities of clean granular soils for use as structural fill. PROJECT DESCRIPTION We understand that the 11.73 acre site is planned to be developed as a 200 unit, multi- family apartment complex. Twenty-one residential buildings with separate carports and one recreation building are planned for the project. The structures will probably be two and three story, wood-frame buildings with slab-on-grade floors. Some daylight basements may be constructed. At the time of our study, a site plan showing building and roadway layout superimposed on topography was provided to us. No grading plans or building details were provided to us. However, we expect minor cuts and fills will be required to provide building pads, basement excavations and pavement areas on the gently sloping site. Considering the existing topography on the site, the cuts and fills may have magnitudes on the order of five to ten feet or so. Basement walls are likely for the buildings in the deeper cuts. Access to the site will be from 138th Avenue SE and also from the property to the south. When project plans are finalized, Terra Associates should be notified so that we can review the building and grading plans and prepare final recommendations. FIELD EXPLORATION AND LABORATORY TESTING The subsurface exploration for this study was conducted on June 13 and 18, 1990. Subsurface conditions on the site were explored by excavating 10 test pits using a backhoe provided by All Seasons Construction of Duvall, Washington. In addition, five probes were performed using hand auger. The test pits were excavated at the approximate locations shown on the Test Pit Location Map, Figure 2. The locations of these test pits and probes were approximately determined by pacing from assumed property corners. Elevations at test pit and probe locations were determined by interpolating between contours shown on the topographic survey provided to us. The field exploration was monitored continuously by our geologist who classified the soils encountered, maintained a log of each test pit and probe, obtained representative soil samples and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System described on Figure 3. The logs of the test pits are attached to this report as Figures 4 through 11. The probe logs are presented in Table A. Project No. T-1416 Page No. 2 Mr. Ron Deverman July 12, 1990 "the soil classifications shown on these logs represent our interpretation of the field logs and reflect the results of visual examinations as well as laboratory tests performed on samples obtained from the test pits. Representative soil samples collected from the test pits were returned to our laboratory for further examination and testing. Moisture contents were determined for all samples. Sieve analyses were performed on selected samples. The results of our laboratory testing are shown on the test pit logs and on the grain size analysis plots, Figure 9. SITE CONDITIONS Surface The project area occupies 11.73 acres of gently sloping terrain east of 138th Avenue SE and south of SE 122nd Street in Renton, Washington. The topographic relief across the site is approximately 60 feet, rising from Elev. 395 feet in the southwest comer to Elev. 455 feet in the northeast portion of the site. In general, the site slopes toward the southwest at inclinations of 10 to 20 percent. Some old fill piles are present in the extreme northwestern portion of the site. The site is vegetated with dense, middle-aged fir, cedar, maple and alder. The underbrush in the southwestern portion of the site becomes very thick. The extreme northwestern portion of the site has been utilized as horse pasture and is mostly barren of vegetation. A horse stable is present in this area. A small stream crosses the northern portion of the site. The origin of this flow appears to be, in part, from drainage off the development to the northeast of the site. This drainage has been routed onto the site from near the projected intersection of 140th Avenue SE and SE 122nd Street. Some erosion has occurred a fair distance downslope from the outfall. The site is bounded on the west by 138th Avenue SE, across which is an undeveloped site. The southern property boundary adjoins an undeveloped, forested land. The eastern margin of the site lies adjacent to forested property and sparse single family lots. Across the northern boundary of the site is a single family residential area. Subsurface The U.S. Geological Survey has mapped the geology of the study site as Vashon till. The till was deposited about 15,000 years ago along the base of the Puget Lobe during the Fraser Glaciation. In general, our findings support the USGS determination. In each test pit, an average of about 6 inches of duff and topsoil were found to overlie reddish brown, silty sand with gravel. This deposit is underlain at depths of two to four feet by olive to gray, medium dense to dense, gravelly, silty sand till. This till material extends to depths exceeding 10 feet, the maximum depth explored. Project No. T-1416 Page No. 3 Mr. Ron Deverman , July 12, 1990 Groundwater Groundwater was encountered in many of the test pits and probes excavated on the site. Light to heavy seepage was noted from the top of the till unit at depths of two to four feet throughout the entire western and northwestern portions of the site. The perched groundwater may be more prominent in the winter months when precipitation is greater. Groundwater conditions in the area surrounding the site were evaluated using well logs on file at the Department of Ecology. From these logs, there is evidence of a regional groundwater table at approximate Elevation 350 having a gradient to the west. Slope Stability The slopes on the site are gentle to moderate. The steepest slopes on the site were approximated at 15 to 20 percent. Given that the entire site is underlain by dense glacial till, the slopes should remain in their presently stable condition, provided erosion prevention measures are taken. The seismic hazard associated with glacial till soils on gentle to moderate slopes is low. The area lies outside Class III Seismic Hazard zones as delineated in the King County Sensitive Area Map Folio. DISCUSSION AND RECOMMENDATIONS Based on our subsurface exploration and field observations, it is our opinion that the site is suitable for the proposed apartment complex. Buildings may be founded on conventional spread footings bearing on firm native soils or on compacted structural fill. If native soils become disturbed or wet, they should be removed and replaced with clean crushed gravel or structural fill. Roadways may be built on recompacted native soils after removal of fills and organic rich soils or on structural fill. Due to the moisture sensitivity and relatively low permeability of the site soils, we suggest you plan to conduct the earthwork during the dry season and when surficial soils are not excessively moist. In wet weather, it will be very difficult to compact the onsite soils. In dry weather, the likelihood of using the onsite soils for fill will improve substantially. If grading work must be performed in wet weather, you should allow for import of significant quantities of clean granular soil for use as fill. We anticipate that minor cuts and fills will be required for most roads and building pads. Permanent cut slopes should be graded to 2:1 (Horizontal:Vertical). Temporary cuts up to ten feet high may be made at 1:1. Fills should be constructed in accordance with recommendations in the Site Preparation and Grading section of this report and should be made at inclinations of 2:1. Project No. T-1416 Page No. 4 r t Mr. Ron Deverman July 12, 1990 If cuts encounter seepage during the initiation of earthwork, interceptor drains should be constructed on the uphill side of roadways and building pads to prevent the working area from becoming wet. Proper drainage should be installed around the perimeter of all foundations. This report has been prepared in accordance with generally accepted geotechnical engineering practices. We do not guarantee project performance in any respect, only that our work meets normal standards of professional care. No other warranty, expressed or implied, is made. This report is the property of Terra Associates and is intended for specific application to this project and for your exclusive use. The following sections of this report describe our recommendations in greater detail. Foundations Apartment buildings to be constructed on the project site may be supported on continuous and/or isolated spread footings bearing on the competent, native soils present below the topsoil and organic-rich layers or on compacted, structural fill placed above competent, native soils. The near surface soils below the topsoil are loose. Hence, depending on the depth of the excavation required to reach design footing grade, the native soils may need to be recompacted in place. If soils become disturbed and softened by excessive moisture due to seepage into excavations or rain, these materials should be removed and clean gravel should be placed in the footing excavations. The gravel mat should extend beyond the edge of the footing a distance equal to its depth. Continuous and individual spread footings for the proposed buildings may be designed for an allowable bearing pressure of 3,000 pounds per square foot. Footings should extend to a minimum depth of 18 inches below the lowest, adjacent, outside finish-grade. A minimum width of 12 inches should be used for continuous footings and individual spread footings should have a minimum size of 18 inches. A one-third increase in the above bearing pressures may be used when considering wind or seismic loads. All footings should be provided with steel reinforcement in accordance with structural requirements. Old fills are present in the northwestern corner of the site. For any structures to be constructed in this area, foundations and slabs should bear on native soils beneath the existing fills. Alternatively, the fills may be removed and replaced by structural fill. Settlements We anticipate that the total settlements for the apartment buildings supported on the competent, native soils, bedrock, or on compacted, structural fill will be less than one-half inch. Long-term differential settlement of buildings between the center and the edges should be less than one-quarter inch. The majority of the settlements should occur during construction. Project No. T-1416 Page No. 5 Mr. Ron Deverman July 12, 1990 Slabs-On-Grade Concrete floor slabs, if used, may be constructed as slabs on grade supported either on the competent, native soils or on structural fill. We recommend that four inches of a free- draining gravel, such as 1/4 to 3/8 inch pea gravel, be placed below the slab to act as a capillary break. In addition, a plastic membrane with a thickness of ten to twelve mils should be placed above the gravel to act as a vapor barrier for additional moisture protection. Basement and Retaining Walls If lower level basements are planned, or if retaining walls are needed at grade changes on the site, the walls should be designed to resist the lateral pressure imposed by an equivalent fluid weighing 40 pounds per cubic foot (pcf). If walls are restrained from free movement at the top, they should be designed for an additional uniform lateral pressure of 100 pounds per square foot. These pressures assume a maximum height of ten feet and that no surcharge loads will occur. Please contact us for supplementary recommendations if conditions are expected to be different. The basement walls and retaining walls should be provided with a continuous blanket of free-draining material at least twelve inches wide. A perforated pipe should be placed at the footing level to collect water and discharge it to the storm drain system. Horizontal Loads Horizontal structural loads carried to the foundations may be resisted by both friction forces on the base of foundations and passive resistance on the sides of foundations. A coefficient of 0.35 may be used between concrete and soil. Resistance to lateral loads may also be computed as passive earth pressures exerted by the soils adjacent to the foundations. We recommend using an equivalent fluid weight of 300 pounds per cubic foot where the foundations are poured neat against undisturbed soil, or where the backfill is compacted in accordance with the requirements for structural fill. Site Drainage Surface gradients across the site should be created to direct runoff away from the apartment buildings and towards suitable discharge facilities. If cuts encounter seepage during the initiation of earthwork, provisions should be made to install interceptor drains or ditches along the uphill side of road alignments and building cuts. These drains will prevent shallow subsurface drainage from reaching the work area and creating unfavorable soil conditions. Once detailed grading plans have been prepared, we would be pleased to review them and provide our input for additional drainage requirements, if needed. Project No. T-1416 Page No. 6 Mr. Ron Deverman July 12, 1990 Perimeter foundation drains should be installed and tightlined away from the apartment buildings. Drains should be at the levels of footing bottoms or crawl space levels, whichever is lower. Roof gutter drains should be separately tightlined away from the buildings. All drains should be discharged into the storm drain system. The drainage entering the site from the northeast should be routed into the storm drain system proposed for the site. Site Preparation and Grading The site soils are very moisture sensitive and for this reason, we recommend conducting earthwork only when soil moisture contents are low. The building and pavement areas should be stripped and cleared of vegetation and topsoil. The stripped topsoils may be used as berms or in nonstructural areas. Old fill should also be removed from building and roadway areas. Following stripping, any loose areas noted should be over excavated and replaced with structural fill or crushed rock to a depth that will provide a stable base. If the over- excavated area remains soft and wet, a stable subgrade may be constructed by placing a geotextile in the bottom of the excavation and placing clean, crushed rock over it. Permanent cut slopes should be made at stable inclinations of 2:1 (Horizontal:Vertical). Fill slopes should also be made at inclinations of 2:1. Temporary cuts up to ten feet high may be made at inclinations of 1:1. Cuts in till soils may be made at a 1:1 inclination. Once planned cut locations are known, we suggest review by us so that we can provide you with supplementary information regarding appropriate cut slopes. All permanent exposed slopes should be vegetated to reduce the potential for erosion. Slope areas should be properly prepared prior to placing fills. A keyed toe and horizontal benches should be cut into native soils and the fill placed in horizontal lifts. Structural fill should be placed in thin layers and compacted to at least 95 percent of the maximum dry density in accordance with ASTM Test Designation D-1557 (Modified Proctor). All on-site soils are high in fines content making them difficult to compact in moist conditions, during rainy weather or when placed over existing wet conditions. Import fills, if needed for use in wet weather construction, should be predominantly granular with a maximum size of three inches and no more than five percent fines passing the No. 200 sieve. To avoid excessive earthwork costs, we recommend conducting grading operations after the site soils achieve workable moisture levels during the dry season. Project No.T-1416 Page No. 7 Mr. [ton Deverman July 12, 1990 Pavement Areas Roadways may be constructed on the recompacted, native soils after stripping the surface of vegetation, topsoil, and old fill or on compacted structural fill depending on the depth of cuts or fills required to reach design grades. The upper twelve inches of the subgrade should be compacted to 95% of the maximum dry density (ASTM D-1557). If native soils cannot be compacted due to excessive moisture contents, they should be overexcavated and replaced with a thickness of clean, gravel pit run or crushed rock suitable to stabilize the subgrade. For fills more than a foot thick, a compactive effort of 90% is adequate below the top foot. All subgrade areas should be in a stable, non-yielding condition prior to paving. For the anticipated use, a pavement section consisting of two inches of Class B asphalt over four inches of gravel base should be sufficient for parking areas. Heavy traffic lanes -- should be constructed with two inches of Class B asphalt over six inches of gravel base. Utilities Where utility lines are to be excavated and installed in paved areas, we recommend that all bedding and backfill be placed in accordance with APWA specifications. Backfill placement and compaction should be in accordance with the recommendations given earlier in this report under Site Preparation and Grading. Significant seepage may be encountered in any of the excavations. The onsite silty soils will be difficult to adequately compact if they become very moist. In addition, deep utility trenches will be difficult to excavate once till is encountered. The contractor should be prepared to deal with this likelihood. Additional Services It is recommended that we be provided the opportunity for a review of the site layout, final design and specifications in order that earthwork and foundation recommendations may be properly interpreted and implemented in the design and construction. The analyses and recommendations submitted in this report are based upon the data obtained from the test pits and probes excavated on the site. The nature and extent of variations in the test pits may not become evident until construction. If variations then appear evident, we should be requested to reevaluate the recommendations presented in this report prior to proceeding with the construction. It is also recommended that we be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications and recommendations, and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. Project No. T-1416 Page No. 8 Mr. Ron Devcrman July 12, 1990 We request that a minimum of two working days notice be given to schedule our services during construction. The following figures are included and complete this report: Figure 1 Vicinity Map Figure 2 Test Pit Location Map Figure 3 Soil Classification Chart Figure 4 through 8 Test Pit Logs Figure 9 Grain Size Analyses Table A Probe Hole Data Appendix A EIS Summary We trust the information presented herein is adequate for your requirements. If you need additional information or clarification, please call. Sincerely yours, TERRA ASSOCIATES, INC. Anil Butail, P.E. President JJ/AB:tc Project No. T-1416 Page No. 9 1 ,rLLr If I ? TTT tr 1pr :L � ' r lrotr rw v4; a Iw,. • •• a 4 SE I ST A �r' L•j.I - x''� se Ail „otn r SUN .'r.T" St lasy.51 �. P� I z ltsaystrE t W I ssr nrnrw K 11 TN 5 n rn T Y S it llllw v� 'liTlr' ST > [~»,Ir ,It is T i•- NAIEN M '+•'� Y Nlrw�s ST ■ NS qM K ,y• ♦ �'�11. � SE 11.r»� v�i< se.s.ll[in�jSi � R-- aTn LN , SE — u5rN 1i+ t:RMR:I = < }ryti SE 11ETN<{J wE;.sM,..sT. : •' •.•' �, 1�.I _SE,- 170ft! ST SIT' NTS rrir<t 1T'•:a rN '• i [ 121ST ST T 33 T r t•n1,,^ 3 < N Erlr,Ci N I `t ST i it R T01 ' w I SE w I N `TMST + SE tarty ST [t s Nara.N •. fil•s�_j1n;r>�_SI.; ., i trOMN1 xf ~ SE `____<I IgNG+ T' Sf, •37NO S I IMR Isrra _�_ I ,. ne 1sr n "•. t 1 sr SW.ST Q7-1 I sr r B ..I... sp .N &'r E A I—r 51 —d x i fly ., I•p � St- � h. =O ..t R� S``s� fir.q� - • � flt i�',L r :1- r � c 1n w K 7 SF��Iffs.t .r Ffj .••.'.•. .,.•...•.,O :,' I M INNO vl1 I1t REF: Thomas Brothers Maps, 1989. VICINITY MAP t7 TERRA FORREST CRESTE APARTMENTS ASSOCIATES RENTON, WASHINGTON GVOWk h111r,11 ('OnuiltantS Proj. No, 1416 Date 6/90 Figure 1 (Duvail ecorm W.c.r '\ MID" D.tuntbn pond. �r_ 4,4 WK rr '&TP— #7 � 1 p NEW Scale: 1'=80r -3 LEGEND I STP-11 Approximate location and r number of test pit. .1w c ; j �&P'76 Approximate location and -417 1. number of probe. } I 43 :TP-2 U a. r� 1 t SITE PLAN FORREST CRESTE APTB. RENTON, WASHNaTON REF.: 81to Plnn provided by The Sorry S eon Proj. No. 1416 Date 6/90 Figure 2 MAJOR DIVI`310rj`3 :; rMr;r ,l ','rl�f�r,l. r(PICl1l- DESCRIPTION Q,)(' rjr.idr.d !)ravr!l:;, r)rcl:,:::1-:;;mr1 iniiture:,, 0 GRAVf_L.; Ca�N GI';lvr:l'; O �i Mor(; tImn 50T, r.f !:: • G{> I....:.: Poorly • )r;s(l(sd r)ravok;, Or::.r:l- n :;J1 (f rr,ixturez.— ��' u flllr;:;�. l'.•.•,• •,',•l 1111k, )r no fln('s. ri rrrar';r; fr;ir;ti,)l -'ryr tn N � . irr •ran r;1v . . W _ ,1 I f 1 r r rl.Jrl-•,Jl:a';tIC flnes. — with fines. z No. 4 :;ievr,. GC Clayey gravels, gravel-sand--clsy _res. _ > plastic fines. o Clean SW IPlral-graded sands, grave!i, sands, — Cr3 o SANDS Sands < ::: little or no fines. L11 ° `�' (less than Poorly-graded sands or gravelly sa„is, 0 6 More than 50% of 5% fines). Sp little or no fines. Q coarse fraction i Silty sands, sand-silt mixtures, O ° ca is smaller than Sands SM % :.: ...:I non-;Mastic fines. U = with fines. SC Clayey sands, sand-clay mixtures, No. 4 sieve. plastic fines. SILTS AND CLAYS Inorganic silts and very ,fine sands, roc; fld.l, ML sllt or clayey fine sands or clayey sills wim 5 I c1 v o Liquid limit is less than 50%. Inorganic clays of low to medium plasticity, Cn Cz o CLgrla�slly clays, sandy clays, silty clays, lean E N Organic silts and organic clays of lov/ z0 p Z L ! 'i'jyj,I plasticity. SILTS AND CLAYS MH Inorganic silts, micaceous or diatcmase�us rr _s fine sandy or silty soils, elastic. (D o Inorganic clays of high plasticity, fat clays. W �, ro 0' Liquid limit is greater than 50 h. CH L>_ OH J'j��� ' ; I Oroa ,:c. clays of medium to high plasticry, organic silts. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. , DEFINITION OF TERMS AND SYMBOLS 2" OUTER DIAMETER 1 SPLIT SPOON SAMPLER C TORVANE READING,'tsf 2.4" INNER DIAMETER RING SAMPLER OR SHELBY TUBE SAMPLER QU PENETROMETER READING, tsf P SAMPLER PUSHED W MOISTURE, percent of dry weight SAMPLE NOT RECOVERED PCf DRY DENSITY, pounds per cubic foot Q WATER LEVEL (DATE) LL LIQUID LIMIT,percent WATER OBSERVATION WELL PI PLASTIC INDEX N STANDARD PENETRATION, blows per foot T E R RA FORREST CRESTS APARTMENTS " ASSOCIATES RENTON, WASHINGTON G'ootoc hnic:al C ollsull"1111" P-i No 1416 I),itr: 6/90 1:1 µ t o 3 TEST PIT NO. TP- 1 Logged By J_ Date 6-13-90 Elev. 412± Depth W (ft.) USCS Soil Description (0/0) 0 SM Red-tan, silty SAND, trace gravel, rootlets, 17 SM/ Olive, gravelly, silty SAND and SAND, moist SP to wet, medium dense. 5 11 SM Gray, gravelly, silty SAND, moist to very moist, dense to very dense. (TILL) 10 Test Pit completed at 9 feet. No groundwater seepage encountered. No caving. 15 TEST PIT NO. TP-2 Logged By JJ Date 6-13-90 Elev. 417± 0 and TOPSOIL Red-brown, silty SAND with some gravel SM and charcoal, very moist, loose. Grades to medium dense. 5 SM Olive-gray, gravelly, silty SAND, moist, dense to very dense. 11 (TILL) 10 Test Pit completed at 9 feet. No groundwater seepage encountered. No caving. 15 TEST PIT LOGS TERRA S r CFMB1,E ASSOCIATES Renton Washington Geotechniral COnsult,Ints Prol. No. 1416 Date 8/90 Figure 4 TEST PIT NO. TP-3 Logged By JJ Date 6-13-90 _ Elev. 432t Depth W (ft.) USCS Soil Description (%) W' DUFF 0 and TOPSOIL Reddish-tan, silty With some grave an SM roots to 18 moist, loose to medium dense. SP1 Olive, gravelly, silty SAND, moist, medium dense to dense. (Weathered Till) 5 SM Gray, gravelly, silty SAND, moist to very 12 moist , dense to very dense. (TILL) Occasional cobbles. 10 Test Pit completed at 92 feet. No groundwater seepage encountered. No caving. 15 Logged By TEST PIT NO. TP-4 JJ Date 6-13-90 Elev. 420± SM Reddish-bryr, ty SAND with gravel, trace d=coai, roots to 22 , very m7ist to wet, loose. SM Olive, gravel, silty SAND, very moist to wet, 15 medium dense. 5 Gray, gravelly, silty SAND, very moist, SM dense. (TILL) . 11 10 Test Pit completed at 9 feet. Light groundwater seepage encountered at 5 feet. No caving. 15 TEST PIT LOGS TERRA FCX:UqESr CXIESTE ASSOCIATES Renton, Washington GL'UICC:hniC,11 CUntiUIt.lnt, Proj. No. 1416 Date 6/90 Figure 6 TEST PIT NO. TP-5 Logged By JJ Date _6-13-90 Elev. 398± Depth W (ft.) USCS Soil Description (%) 0 and TOFSUIL SM Reddish-brown, silty SAND, abundant roots to very moist to wet, loose. Olive to gray, gravelly, silty SAND, moist to 5 SM very moist, dense to very dense. 10 (TILL) Test Pit completed at 82 feet. 10 Moderate to heavy groundwater seepage at 2 feet. No caving. 15 Logged By JJ TEST PIT NO. TP-6 Date _6-13-90 Elev. 436+ 0 S11 Reddish-brown, silty SAND with gravel, wet to very moist, loose to medium dense. 5 SM Olive to gray, gravelly, silty SAND, very moist, dense to very dense. 16 Test Pit compelted at 82 feet . 10 Moderate groundwater seepage encountered at 3 feet. No caving. 15 j TEST PIT LOGS TERRAQRE F � �. ASSOCIATES .^�f Renton, Washington Gootcchniral Consuii,uits Proj, No, 1416 Date 6/90 TFigure 8 TEST PIT NO. TP-7 Logged By JJ Date 6-13-90 Elev. 444± Depth W (ft.) USCS Soil Description (%) 0 SM Reddish-brown, silty SAND with gravel, roots to 2' , moist to wet, loose to medium dense. Olive to gray, gravelly, silty SAND, wet to 5-moist, medium dense to very dense. SM (TILL) 10 Test Pit completed at 9 feet. Light groundwater seepage encountered at 3 feet. No caving. 15 Logged By JJ TEST PIT NO. TP-8 Date 6-13-90 Elev. 419t 0 8 DUFF and TOPSOIL Reddish-brown, silty SAND with some gravel, SMroots to 3' , very moist to wet, loose to Medium dense. 5 Olive to gray, gravelly, silty SAND, wet to SM very moist, medium dense to very dense. (TILL) 10 Test Pit completed at 9 feet. Heavy groundwater seepage at 3 feet. No caving. 15 TEST PIT LOGS • TERRA ASSOCIATES Renton Washln ton Geotechnical CUnSUlIan15 Proj. No. 1416 Date 6/90 Figure 7 TEST PIT NO. TP-9 Logged By JJ Date 6-13--90 Elev. 422± Depth W (ft.) USCS Soil Description N 0 SM Reddish-brown, silty SAND, moist to wet, 21 loose to medium dense. Roots to 2 feet. 5 Olive to gray, gravelly, silty SAND, very 13 SM moist , dense. (TILL) 10 Test Pit completed at 92 feet. Light seepage at 4-5 feet. No caving. 15 Logged By TEST PIT NO. TP- 10 JJ Date 6-13-90 Elev. 391± 0 SM Xeddish brown, silty SAND, with sane gravel, roots to -1—.yervL.rmisr. S,1 Tan gravelly, silty SAND wet medium dense. Gray, gravelly SAND, occasional cobble, very 5 SM moist, very dense. 11 Test Pit completed at 6 feet. Moderate seepage at 3 feet. No caving. 10 15 TEST PIT LOGS TERRA �\ ASSOCIATES Renton, Washin ton GCotechniC,11 CUnSUltllntS rproj. No. 1418 1 Date 6/90 1 Figure 8 Table A Probe Hole Data Forrest Creste Renton,Washington Depth Probe Hol (inches Soil Description P-11 0.0- 9.0 Dark brown, silty SAND with charcoal and organics. 9.0 -30.0 Reddish brown, silty SAND with gravel, moist, loose to medium dense. 30.0 - 36.0 Olive, gravelly, silty SAND,wet to very moist, medium dense to dense. (TILL) P-12 0.0 - 12.0 Dark brown, organic rich topsoil. 12.0-24.0 Reddish brown, gravelly, silty SAND, wet, loose to medium dense. Heavy seepage at 18.0" -24.0" P-13 0.0- 8.0 Duff and Topsoil. 8.0 -24.0 Reddish brown, silty SAND with gravel, roots to 18", moist, loose to medium dense. 24.0-26.0 Gray, gravelly, silty SAND, moist,very dense. (TILL) P-14 0.0 - 8.0 Duff and Topsoil. 8.0 - 30.0 Reddish brown, , silty SAND with gravel, roots to 18", moist to very moist, loose to medium dense. 30.0 - 36.0 Olive, gravelly, silty SAND,very moist to wet, medium dense to dense. (Weathered Till). Moderate seepage at 24". Project No. T-1416 Table A (cont) Probe Hole Data Depth Probe Hole (inches Soil Description P-15 0.0- 3.0 Topsoil 3.0-36.0 Reddish brown, , silty SAND trace gravel, roots to 18", moist, medium dense. 36.0- 48.0 Olive, silty SAND and SAND,wet, medium dense. 48.0- 49.0 Gray, gravelly, silty SAND,very moist to moist, dense to very dense. (TILL) Light seepage at 4 feet. Project No. T-1416 APPENDIX A EIS SUMMARY APPENDIX A EIS SUMMARY urface The project area occupies 11.73 acres of gently sloping terrain east of 138th Avenue SE and south of SE 122nd Street in Renton, Washington. The topographic relief across the site is approximately 60 feet, rising from Elev. 395 feet in the southwest comer to Elev. 455 feet in the northeast portion of the site. In general, the site slopes toward the southwest at inclinations of 10 to 20 percent. Some piles of old fill are present in the extreme northwestern portion of the site. The site is vegetated with dense, middle-aged fir, cedar, maple and alder. The underbrush in the southwestern portion of the site becomes very thick. The extreme northwestern portion of the site has been utilized as horse pasture and is mostly barren of vegetation. A horse stable is present in this area. A small stream crosses the northern portion of the site. The origin of this drainage appears to be, in part, from drainage off the development to the northeast of the site. This drainage has been routed onto the site from near the projected intersection of 140th Avenue SE and SE 122nd Street. Some erosion has occurred a fair distance downslope from the outfall. The site is bounded on the west by 138th Avenue SE, across which is an undeveloped site. The southern property boundary adjoins an undeveloped, forested land. The eastern margin of the site lies adjacent to forested property and sparse single family lots. Across the northern boundary of the site is a single family residential area. Subsurface The U.S. Geological Survey has mapped the geology of the study site as Vashon till. The tills was deposited about 15,000 years ago along the base of the Puget Lobe during the Fraser Glaciation. In general, our findings support the USGS determination. In each test pit, an average of about 6 inches of duff and topsoil were found to overlie reddish brown, silty sand with gravel. This deposit is underlain at depths of two to four feet by olive to gray, medium dense to dense, gravelly, silty sand till. This till material extends to depths exceeding 10 feet, the maximum depth explored. Groundwater Groundwater was encountered in many of the test pits and probes excavated on the site. Light to heavy seepage was noted from the top of the till unit at depths of two to four feet throughout the entire western and northwestern portions of the site. The perched groundwater may be more prominent in the winter months when precipitation is greater. Groundwater conditions in the area surrounding the site was evaluated using well logs on file at the Department of Ecology. From these logs, there is evidence of a regional groundwater table at approximate Elevation 350 having a gradient to the west. Slope Stability The slopes on the site are gentle to moderate. The steepest slopes on the site were approximated at 15 to 20 percent. Given that the entire site is underlain by dense glacial till, the slopes should remain in their presently stable condition, provided erosion prevention measures are taken. The seismic hazard associated with glacial till soils on gentle to moderate slopes is low. The area lies outside Class III Seismic Hazard zones as delineated in the King County Sensitive Area Map Folio. ENVIRONMENTAL IMPACTS Some effect on the environment will be unavoidable during and after the development of this site, as construction of roadways and buildings cannot be performed without modifications to the existing ground surface. Roadway areas and building areas will be stripped of topsoil and materials unsuitable for support of structures. If rains occur during earthwork operations, some erosion of the barren soils may occur. The existing shallow groundwater table will be interrupted by earthwork and utility installation. This may be considered an unavoidable impact. IMPACT MITIGATION The effects of the development of this site on the environment may be minimized, in large part, by careful construction practices. Bare soil, particularly on slope areas, should be protected with jute mats and/or immediately seeded with appropriate vegetation to prevent erosion. Stormwater should not be allowed to flow over site slopes,but should be contained in retention/detention ponds or be tightlined to a suitable collector system or ditchline. 4 BAIMA & HOLMBERG INC. PRELIMINARY DRAINAGE REPORT FOR KING SHORT PLAT r y January 26, 1999 v la:<^ .l.r:J f,•a M v. /art BAIMA & HOLMBERG,INC. Job No. 1610-001 ExplR $ l� k30 Prepared For: KING CONSTRUCTION r. 26720 SE 216TH Street Maple Valley, WA 98038 i T STREET SOUTH ISSAQUAH WASHINGTON 98027-3817 (425) 392-0250 (425) 391-3055 ))r 9 Mag 16.00 `� } Fri Jan 22 1533 1999 �G. ��-_- i�.-�--_� 1.--.�� 3` V: Scale 1:7,812(at center) 500 Feet w is 200 Meters 1; i1 _... Local Road ; State Route C=. 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'S-h} 1' \\R \�♦ .l �• _f' ! � 4 'k3 i �Gt'3� \\\\t+\Yti\ ` .• X + s - t t it � a13 \ i.\ 1 !9.s - ` i 11 l(• ' y \- raw<./ 4 e 3d:i lil.1 1,�,Y:b 't1t,.7H=�h:L � �j' �� \ '. i• • � tti 1l. }`\ i -.._ �\ � .\�1io1',\i�\�• ♦a 4 ��' +f - ` 1 ��:, � .__r----.-_, r'� � , •t t � rl ��---- \\ . . \�'\.chvi-K'r(♦4k�R�� \ \\ \ tl\ ;\; � r `3.15.i � � -J a. ti'- a-49 t \\111 ``\.\' \ l \`♦�� ♦ c,vi.ali+ c '�. .r: r.�' it t!j i?I A J 'gA rJ AaF- Wl 1 �' PROJECT OVERVIEW This project involves subdividing a 1.45 acre parcel into three ±6,700sf lots and a ±40,920sf lot. The three created lots will become single-family residences, while the lar er lot will remain as-is with an existing house and garage. The site is located at the _�southwesticorner of South 23`d Street and Shattuck Avenue South. The eastern 2/3 of the site is generally cleared, with a house, garage and various sheds, driveways and parking areas. A local ridge through the site divides drainage where approximately 1/3 of the site drains east towards Shattuck Avenue South, with the remainder draining west over the slope that overlooks SR167. DOWNSTREAM DRAINAGE EAST BASIN The east 1/3 of the site drains east to the 12" storm system in Shattuck Avenue South. This conveyance flows north toward South 19`h Street. There are no obvious drainage problems associated with the drainage system. WEST BASIN The west 2/3 of the site sheet flows west about 200 feet down the bluff overlooking SR167 to a large wetland, located about 600 feet west. The slope is wooded, with areas that are probably steeper than 40%. There are no obvious drainage problems along this slope. DRAINAGE PLAN Because creating these three additional lots only involves three addition roofs and driveways, the proposed concept drainage plans show the extension of storm stubouts from the Shattuck Avenue South drainage system to each lot, without detention or water quality. The yards will drain as this cleared area now does. PACIFIC ENQINEr=F:4� C>ESIQN INC. CIVIL ENGINEERING ANO PLANNING CONSULTANTS 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WASHINGTON 98188 oATE —JUL-7 I4 .+ae No. cJ (206) 431-7970 FAX:431-7975 ATfE}Ot10N TO G rT fir` �Z.�✓T1?�j!] aaaEcr: G�f We Are Sending You: VIA: .— ❑ Blue Prints 'Copies ❑ Other Fax Sheets Including Letter of Transmittal ❑Mylars/Vellums❑ Disks ❑ Engineering Xerox ❑ Courier Hour Oelivery . Mai► Printing: ❑ IN HOUSE ❑ REPROGRAPHICS ❑ Other Comm ME These Are Transmitted As Checked Below: 'OAS requested ❑ Approved as submitted ❑ For approval ❑ For review and comment ❑ For your use ❑ Approved as noted ❑ Returned for correction ❑ COPY TO, �� SIGNED: �./ If endosvres are not as noted, kindly not/fy us at once FOR OFFICE USE ONLY 5130 5137 5160 5135 5150 5165 5136 5155 5166 Project: FORREST CRESTE Job # 96074 ICalcs. by: Brett Date: 7/11/97 17 RTTLEATTLURENTON RATIONAL METHOD Cr-CIA r design s9t0rrn (Years) 'Eater 10 or 25 LOCATION AREA cum.AC Tc 1 O pipe crw slope n Om Vty GVQm Vet% ppewvm trams tine to from (acres) C AC - _ (min) (cfs) (in.) (tlfll) (cts) ((Us) 0113) (ft) (min) 435 A35 12 0.55 6.601 5.400= 4.5.0i 0.76 4.09 034 #35 151 0.01 0.012 7.02 5.72 0.58 5.08 35 0.1 034 A34 12 0.55 B-60 12.000 46.1 0.76 9.06 033 434 15 0.081 0.012 19.97 16.28 0.45 13.30 167 0.2 #32 #33 12.000 45.3 0.75 9.03 15 0.071 0.012 10.70 15.24 0.48 12.73 78 0.1 931 #32 12.000 46.4 0-75 9.01 151 0.026 O.0121 11.74 9.57 0-77 9.15 195 0.4 M 931 12.000 45.8 0.75 6.95 15 0.032 0.012 12.55 10.23 0.71 9.67 1241 0.2 029 #30 12.000 46.0 0.74 8.91 15 0.078 0.012 19.60 15.97 0.45 13.06 123 0.2 #28 029 12.000 46.2 0.74 6.89 _ 15 0-066 0.012 18.03 14.69 0.49 12.36 260 0-4 PACIFIC ENGINEERING DESIGN, INC 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WA 98188 FAX: 431-7975 (206) 431-7970 N N Sheele PAciF-ic ENOINEr=RiNa DesiaN INC. q( 0-74- CIVIL ENGINEERINU AND PI-ANNINC CONSULTANTS SHEET NQ , Of d-A,CULAT90 BY -oaf ...... ........... ............ .................... ............. ........................... . ................ ........... ...........------ ............ ................................................................ ................... ........... ............ 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AA .......... ....................... ................. ............ .......... ..........i ...................................... ....... ......- ........... ....... ............ ......... ...................... ............... ............... .......................... ............. .......... ........... ...................................... ...... ............. !............. ....................... ...................... .........................I...................-1..................... ........... .......... ......... ........ ........... ...... ............................ ............. . ....... ...... .... ...... ........ ................................ .......... ........... .......................... ............................................ .............................. .......... ........................... .......... + -'. 7....................... . ...... ........... .......... 41 4'5",- f ................................... ........... ......................... .......... .... ..................... ........... .......... ............ ......................F................... ......................................... ........... ................................ ............. ............... ............ ......................... .... ....... ........ ..................................... .......... ................... ........... ............ 1I.J............ .................. ........................ ........... ...... ....................... --------------- ..................................... ............ 1.......... ........... .......... ............ 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WASHINGTON 98188 (206) 431-7970 FAX:431-7975 Project: FORREST CRESTE Job # 96074 Calcs. by: Brett Date: 7/11/97 OFFSITE SEATTLEIRENTON RATIONAL METHOD 0=CIA design storm (Years)- 2Enter 10 or 25 LOCATION AREA currL AC Tc t 0 pipe dia. slope n On, Vim, V el Q p0a krgth ravel time to hen (acres) C AC ,. (min) I Nb) (in.) (11m) WO (R/s) (R/s1 (R) (min) DII I A Ot 0.440 0.45 0.202 0.202 r8:3i 2.54 0.61 01 01 1 12 0.1365 0.012 14.30 18.21 0.04 6.63 40 0.1 01 A 01 1.045 0.45 0.470 0.672 6.4 2.52 1.69 02 01 10 0.01 0.012 11.41 6.46 0.15 4.04 140 0.6 02 A 02 1.151 0.45 0.518 1.190 7.0 2.41 2.87 03 02 18l 0.052 0.0121 26.03 14.73 0.11 8.47 150 0.3 D2 A 02 0.147 0.45 0.066 0.066 6.3 2.54 0.17 04 03 12 0.01 0.012 3.87 4.93 0.04 1.95 24 0.2 03 04 0.066 6.5 2.-50 0.16 12 0.562 0.012 29.02 36.94 0.01 7.68 6 0.0 03 A 03 2.352 0.45 1.058 2.314 7.3 2.36 5.45 05 03 18 0.008 0.012 10.21 5.78 0.53 4.99 287 1.0 05 A 05 0.29 0.8 0.174 2.468 8.3 2.21 5.50 06 05 18 0.02 0.012 16.14 9.13 0.34 $.80 202 a5 06 A 06 0.204 0.6 0.122 2.610 8.8 2.15 5.60 07 06 181 0.005 0.0121 8.07 4.57 0.69 4.24 t22 0.5 07 A 07 0.123 0.75 0.092 2.703 9.2 2.09 5.64 08 07 1 18 0.005 0.012 8.07 4.57 0.70 4.25 t50 0.6 08 A 08 0.152 0.75 0.114 2.BI71 9.81 2.021 5.69 09 08 1 1 1181 0.005 0.012 8.07 4.57 0.71 4.26 134 0.5 PACIFIC ENGINEERING DESIGN, INC 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WA 98188 FAX: 431-7975 (206) 431-7970 w Sheet$ PAc»c ENOINEERINoi C�E81QN ZINC. 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Grantor(s): / Grantee(s): 1. u� �, in�l � s��� '%c` 1. City of Renton, a Municipal Corporation The Grantor,as named above,for,and in consideration of mutual benefits,hereby grants,bargains,sells and delivers to c,-) the Grantee,as named above,the following described personal property now located at: Cm o in the City of Renton,County of King and State of Washington,to-wit: 0 CV C__) C7 By this conveyance,Grantor will warrant and defend the sale hereby made unto the Grantee against all and every person C__) or persons,whomsoever,lawfully claiming or to claim the same. This conveyance shall bind the heirs,executors, N administrators and assigns forever. IN WITNESS WHE OF,I have hereunto set my hand and seal the day and year as written below. Notary Seal must be within box L DIYIDUAL FORM OFACKNOWLEDGMENT STATE OF WASHINGTON )SS COUNTY OF KING ) I certify that I know or have satisfactory evidence that �XL�C6 Dtoa-r t signed this instrument and acknowledged il to be his/her/their free and voluntary act for the uses and purposes mentioned in the instrument Notary Public in an d fof the State of Washington Notary(Print) k il"he le Ne-UM a n r1 My appointment ex fires: ,.. Dated: J _�� � 7 Page 1 H:\FORMS\KCRECORD\IIOS.DOC\bh PROJECT LOSING r! FmW Cast Data FINAL COST DATA AND INVEN MRY and I.Tmtng SUBJECT: J, CITY PROJELCCNUMBERS: WIR- WWP- Nuws wf p v-6w TRO- 3 G Fe—r.n/4 # G 990/63 TED- Tb Csty of Remo F>tOM: G7 nIfT Pius RcvIsw Seta° S Piumlttybalidin#Pb Ac Works 2CO MID Aveaue Swath M Rentno.WA 99Ms DATE: j!- ��•� Per the request of the City of Renton,the following Information is famished cof=ming final casts for improvements instafled for the above rcfcrc6md project. I catch sett LF.of Type WAT£RMAIN LF.of WATERMAIN LF.of WATERMAIN LF.of WATEAM—N EACH of GATE VALVES EACH of GATE VALVES c� EACH of - GATE VALVES L-C) EACH of ARE HYDRANT ASSE7 SUES $ Lr-) (Cost of Fite Hydcaats nut be listed sepowely) S C- o (Include Engfncedng AM Uct Tu if epphcabk S TOTAL COST FMWATERSYSTEM S SANITARY ZE SYMIK' Sv4 Skw4,,Q STORM DPAINAGE SYSTEAS• . O -�ni Leaytn Stu c'i _ LF.of Y SEW MA -, of w �� Si OfU!LINE C� LF.of SEWER MAIN MAININ _ LF LF.of � STORM LONE of SEWER MAIN LF.of STORM LLNE ` — EA of • DIAMM*Rt MANHOLES EA Of ' STORM Q'tl.Ei/QtlTlb'T EA of " DLOA7M MANHOLES . _3_._ EA of ?� . ?�... ! STORM CATC 9ASIN (1xWdini Eng—rfa=rid Sales Tax &1 of STORM CATaMASIN If"WIC) s (I"xludlpg Engm=cr65["34Lk4 Tm TOTAL COST FOR SAWARY 53wW SYsr]RA S Ir eppiialie) i TOTAL COST fIOR STORM DXAINAOE SYSTEM S STREET IMPROVEMENT'S: (Iadudlag Qab.Luau,Sidewalk�As,.�_iQltPamneae and Scrxt[igt tip f/ SMALC7ATION. (Iada44Eat.Duip Cxts,City Ptsmit Fm W1 St Sala Tu) /N N STR LIC Tf NG: Cr4udmg Eag.Desip Coats, yPVWt Fat,WA St Saks Tax) Print tipsatoty nstne r fxmslCIDSTDATZDOCM (S' mu 'bc ttd atrnt Or ow=of subject devciopmatt)