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HomeMy WebLinkAboutPermit MI01-077 - QUIK PARK - STORMWATER VAULTMI01 -077 Quik Park Stormwater Vault 3610 S 158 St 1 City of Tukwila (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 MISCELLANEOUS PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 222304 -9027 Address: 3610 S 158 ST Suite No: Location: Category: OTHR Type: MISCPERM ;r„ Zoning: RC Const Type: Gas /Elec.: Units: 000 Permit No: MI01-077 Status: ISSUED Issued: 08/21/2001 Expires: 02/17/2002 Occupancy: UBC: Fire Protection: Setbacks: North: .0 South: .0 East: .0 West: .0 Water: 125 Sewer: VAL VUE Wetlands: Scopes: Y Streams: Contractor License No: OCCUPANT QUICK PARK LLC - STORMWATER VLT Phone: 3610 5 158 ST, TUKWILA, WA 98188 OWNER STERLING RECREATION PO BOX 91723, BELLEVUE WA 98009 CONTACT MICHAEL AIPPERSBACH Phone: 206- 523 -3764 PO BOX 95429, SEATTLE, WA 98145 k• k*** kk*** l****** A**A* AAr** kk*, 4• kk* k* k******A* k* k• k***** k ** ** * * *•k* * *** **Ak *k*W*kA*A Permit Description: 8,000 CY OF SOIL WILL BE CUT AND 3,000 OF FILL TWO CAST IN PLACE PRIVATE DETENTION VAULTS CUT & FILL QUANTITIES SHOULD BE PART OF APPROVED PERMIT MI01 -076 ROUGH GRADING & TESC * * * * * * * **** * * * ** * *** * ** k * *k * *•k*A *** h * *ii * * **k ** kh* ** * *k* ** * *•* *k *k*k *•k * ** ** *•k *-A* * *** Construction Valuation: $ 750,000.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: DHM Curb Cut/Acoess/Sidewalk/CSS: N Fire Loop Hydrant: N No: S1ze(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Cut: F111: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Water Main Extension: N Private: Public: Ilk'*A**k*A**AAAkilk *AAA**AA * #MAAAA4 *********Ire *******AA**** kAk*AA**4 *RAAAA*A *AAAA# TOTAL DEVELOPMENT PERMIT FEES: $ 7,324.56 ****** **A*A** AAA******* A* 4********4*** 4**4*****4444At *A4+k*A44** *4k*4 *444 *A4444*4 ** Permit Center Authorized Signature: �6 9geafrAc-c,.. Date: ".2/'0/ I hereby certify that I have read and examined this permit and know the same to be true and correct, All provision:, of law and ordinances governing this work will be complied with, whether specified herein or not, The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. Rf RIr �1 • 1 Signature•lAA, ........... ..!. Print Name : AA C(tt V tkleerleiPticil �!��� f•w R T.f ys > This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Address: 3610 S 158 ST Suite: Tenant: Type: MISCPERM Parcil #: 222304 -9027 CITY OF TUKWILA Permit No: MI01 -077 Status: ISSUED Applied: 05/01/2001 Issued: 08/21/2001 : ** *.7ktik4 c* ** sic** AAA A*•**" kA*****• Ak* A* 1* Ak**A•kAk•k•k•kkAitkA•k**kk•kA* J. kA A+******sic *,A"kk•A• Permit Conditions: 1. ..No.:dhang4 will be made to the plans unless approved Engineer and the Tukwila B,uilding.0ivision, 2. When special inspection i:s'-- requtried either the owners architect or eng i Weer •Shall notify-the Tukw i 1 ea .Bu i i d i ng Division of appolrrttnent of the inspection agencies: prior the first bu,i iding inspect i,,on, . ,,Copies of all special inspectiorOi Ports' shall be submitted to the Building. iely manners-- Reports shaa l l contain address, )emit: number and type of inspection being' 5. by the D1vlslon" in `- project - 'name, perform&j. to ft All construct ion to be don in conformance with approved plans end requirements of the Uniform Building Code (1997. Edit/ iott) as.„amended;, - Unifurm Mechanical Code (1997 Edition); and'We'sh=ington;Stele Energy Code i1997 Edition). "Not.lfy the;; City of Tukwila Building Division prior" to . p1e}czih9," any,, concrete, This Procedure is in addition to any req u1 reiltents for special ,inspection . Ve1idit°y of Permit. The issuance of a permit or approval of pietist/specifications, and computations shall not be con- strued to be ,a permit ;tor, or an approval ut , any violation ion of aty of the provisions of the %u1 1 d i ng code or of any ott‘s,l ordinance of the jurisdiction. No permit presuming to give.xiuthortty to violate or cancel the provisions of this codeo_sha 11, be valid. . Ail pet'mit, inspection records, and approved plans shall bc available ''atr the " job site prior to the start of any con struct�lon,' These `documents are to be maintained and avei1 =; cable until final inspection approval is granted. T hereby certilyy that It have read these conditions and will comply With there as out'l i ned . , . =All provisions of law and ';ord t nanees governing this work will b‘compl cud: with, whether specified herein or not. The granting of this pi rrjit does not presume to give author 1 ty to violate or cancel the provisions of any other . work', or local 1 aws regulating construction or- 'thc,performance, of Mork Signature: Print Name: M11l I1141:� #11A.IIRMMS.MI��.A1w A� Date: 11.2/-4( It ig *** �t* sA' sN �Y **** * * * *A * * ** * * * * * *A' * * *A* * ** ****************A********* CXi'Y Clir,> '1 UKW1LA, WA TRANSMIT TRANSMIT tlumttsxr: ;R01Oi088 Amounts 4.450.75 08/21/01 15100 ays nb'Mathods CHECK Notations STIRLING REALTY Twits 8K8 k._. . , M' Wi ................. IlY MF A/ F . i! V q MY M E it Mw -t M s i i- M M iY M i Y {M . . !! IM Y fn 1. f! !1} M *i . !> Yn !a r W M Permit Nos MI01 -07/ Typal M!OI Pt=tttf MISCELLANEOUS PERMIT Parc*l Nos 222304- }9027 8i to Addro's*: MO 8 158 ST Total Foos: 7,324.56 Th t s4 I ;'woo rst 4,450.75 Total ALL Pitts* 7,324.56 Oolunons .00 ► ** *A1 ***4 *33 * * * *4 * * +*** ** *,*4.433 *4* 1133+.4*** *4 *fir *t'* *1.1.1. **1.*Ai { c`count Cody`.' Deacription Amount: 0/002'4'100 UUIL D LNU - . N0NREtl 4,421.25 A :0.0/340.830 PLAN CHECK �- Ui XLITY 10.00 .00/306.904 STATE .BUILDING SURCHARGE 4.50 41;1;1,4 TM FEE -. STORM DRAIN 15.00 " 4.w AYt t!Y ! M !f A ti III. M M 11.1. !! #- }I! OM M 1!E wr M w. PIP wl R.Mr ,. w .1...t ..+w .. .... ! !.. f !► .. ra. Me M. w .. !N '1* .9999 w M }! -•. Its, 1303.08/422 9716 . TOTAL 4450.7 • 1 "t 1,4* *A * * *** *** ** * *+4 k * ** ** *****A*+k *tii ****444 * * * ** * * ** G /TY ;OF, :TUgWXLA..WO : 1 UAHi3Ml1 ***** 4*;***** . * * ** * *A **A * * # * *. *s4k * * * * *�4 *4 * ** * * * *A4 * * * ** 4*4* *4** * ** TkANONXT Nupb tr: ROL0Q555 Abountt 2.073.01 05/QiJO1 1412:1 aivlw Mtbhadl CHECK NoIlt$iun, SRO Ini tr JTD M/ w.R 10. W Rt •44W Mt aw • 1R Mt ate M **4040.0 at of it ! ** ... +w a• t.t tt. ♦. M r w s • s' aft H w rt Y# urm i t No; MI01 -077 T #pict: NX3CPIERI4 MI$CELLANI OUO PERMIT 7,299,56 2.073.01. 4,425.75 4+* * * *** * ** 4**4**** * * * *k * *4k * *0 +AA *4 * * *** * * *4 * ** Amount; 073.01. 44 •ta as *M.tf ♦t'x. a}S•.t *IN INSPECTION NO INSPECTION RECD' Retain a copy with permit nab Ora PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.360 roJect :o r f A Type o nspectlon: Address: " 4 Date Called: pecla n r ct ons: ► : equester: one `o: Approved per applicable codes. Corrections required prior to approval. APANLi. 0 $47, EINSPECTIO f EE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Bivd,, Suite 100, Call to schedule relnspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO (206)431-3670 ProJ fit, ft44.k Type of Inspection: fi A � ,� %� .. (� ��" Date called: �. Spec al Instructions: Date wanted: a,m. ,,m. Re stop. Pone: Approved per applicable codas. E3 Corrections required prior to approval. Inspector: Date: LJ S47.AA REINSPECTION FEE REQUIRED, Prior to Inspection, fee must be paid at 6300 Southcenter Blvd.,,Suite 100. CaII to schedule reinspection. Receipt No: Date: rt gt !t ig INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECOR Retain a copy with permit PERMIT NO. (206)4314670 Project: Type of inspection: Date veiled: A ddrreess: ' ,,� i S '1 �,, Specie Instructions: Dale want : a.m. p.m. Requester: P one: Approval per applicable codes. COMMENTS: Corrections required prior to approval. Inspector: Date: 547,00 REINSPECTION FEE REQUIRED, Prior to inspection, fee must be Paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reins action. Receipt No: Date: INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 sYn',« {�My'etF t+f w.- •ms...µ -.� _ F INSPECTION RECOR Retain a copy with perm t /112- 0/- 6 7 PERMIT NO. (206)431.3670 3.S'Ir Pr t: — ).// a ie Al P Ae Type .9( Inspection: Re_MieRf / & i t j / 6 u 45 j_ Date a ,e iled: ,e//0/ Special Date 2'',/d / a,m, Requester: 40 AA Qn0l::r2. /-320/ Approval per applicable codes, Corrections required prior to approval, CO ENTS: Awatformd 111-$47,00 REINSPEC ;at 6300 Southcen Receipt No: ON NE REQUIRED. r Bivd., Suite 100. 'rior to inspection, fee must be paid II to schedule reins.ection, Dana; ig 1 INSPECTION RECOR a ri Retain a copy with permit INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 oject: PERMIT NO. A(.. (206)431 -3670 (J Approved per Applicable codes, COMMENTS! Corrections required prior to approval. Ins'ector: Date: :00 REINSPE TION 300 Southcenter BI R'' pt No: E REQUIRED, Pri d., Suite 100. Call r to inspection, fee must be paid schedule reins • ection. Date: INSPECTION RECOIL Retain a copy with permit iNsKa 914 NO. :ITY OF TI KWILA li(ILDINC DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3 7 Projec / ,� Type �of Inspection: .s e , f i Li /! -r /� Ad • ess. L ' 1 .. Date called: © / .. r , ..► Spec al instructio ': /2 %4010 Pill A Date wanted: .e_ , a.m. Requester: P one: Approved per applicable codes. fJ Corrections required prior to approval, COMMENTS : �. It . .• .AIP y J 4 .4 . _. r , ..► -4 / ' • i. .e_ , ,�.- (7o relloe 7 morromirris t.41111 Date: t10 REINSPECTI' FIE REQUIRED. 6300 Southcenter Ivd., Suite 100. C �fior to inspection, fee must be paid 11 to schedule reins.ection. 1 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECO Retain a copy with perm PERMIT NO. (206)431.3670 . iri k �- C /c T : of inspect : n: , r , . I .r d '4 / .. dress: 7,4 Da/ c61017?/ 4 / "Ply, Spec a Instructions: �+. 453 rt ei•I pe0� r i"imo ..T/* J) 1' Date ant d: /0 f / a,m. •.m, Requeste : /„ r.. -.29- 3- b / LL r1..4 %' Of Ei Approved per applicable codes, orrectlons required prior to approval, COMMENTSt I .r d '4 / .. .r 0 4 .r At 'ill "Ply, /0 ilt, ,moo //XI 1 15 G 1 ., oltAr i... Lr LL r1..4 %' Of ��0 !.. ! ,"f0/ / _.. 4I - _ V 10es 140 �. 1 . ,4-)rie e f' 04__� ♦ r J e / u y .-.4010 ,4 C.•, -e-e 6.2 40A,./ /e4,/,-* C47-P/e 12/930.1 . Ae, /4/ -a /C.A. r5 /9// / . 7 . the- - Date: 7,00 REINSPEC ION [E REQU ' D. Prior to inspection, fee must be paid at 6300 Southce► er Blvd„ Suite, O. Call to schedule reinspection. Receipt No: Date: 1 INSPECTION RECD = Retain a copy with permit T1ON NO ITV OF-TtJKWILAABUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO; (206)431 -367 Pro = t: _ Typ o In • tlon:4 e..V" tJ r. q" e : �DUr 1 Oat called: fO a/ Special nstructions: 10 ; SO - Date wanted: r t ' Requester: (fell Phone: 0 El Approved per applicable codos. Corrections required prior to approval, COMMENTS: e..V" tJ r. too.,.:4 i —....L&JAhr-`,_e_gy.e d vti ..,=. ______,...e.. ... S r` f 40 el el)./ /e)114.5 /'t )/ / /".;CY 0 $47 0 REINSPECT$ON F 6300 Southcenter Blvd. Date:�0 -1 /M- ' r to inspection, fee must be paid to schedule reins ' ection. Date: INSPECTION RECO " , . Retain a copy with perm t KCnif�N, N�: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter BIvd, #100, Tukwila, WA 98188 /4410)011 PONT NO. 1 (206)431.3670 •re) it . b : r -� `'..,, eke Iii' . a of Ins ec on: - petit 110r7 Lt lb( ddr es0 51— D I e 71# , d Special instruon vv/i ty`tk �, f cti: r0.1 Iry rii Silk T' fir/ Date : nt Requester: / _ r_.. " r p'e:o-,W ."- )/ 1J Approvod per applicable codes, J Corrections required prior to approval. COMMENTS' a _ r_.. " r . 40 /ebb (.1% X J t d ciAAt,1 0 0 ri. op. G AA, S. 1.x', t9 ibA... (P *J • • ; Date: 7.00 REINSPECTIO E REQUIRED, Prior o inspection, fee must be paid t 6300 Southcenter Bivd., Suite 100. Call to schedule reins ' ection. 6 t. CTION NO, INSPECTION RECOR Retain a copy with permit 'CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 n/7IOI—o1;1 newt NO (206)431.3670 �1 ..1 Y. • of Inspec lo .• in• A °ress: . ,, Da : cal ed: 6'1 (1,, 4i a Specle Instructions: f� /h 11/1CtAir 71ot, Date wants r p.m• . #41/2Y/e)/ Requ , t • r: // // P o ' Approved per applicable codes. Corrections required prior to approval. COMMENTS: ..., -. _ i r' di (1,, 4i a ro- i26 eth Date: $47 REINSPECTION ' E REQUIRED. nor to inspection, fee must be paid a 6300 Southcenter Blvs. Suite 100. all to schedule reins.ection. Receipt No: Date: INSPECTION RECO Retain a copy with per INSPECtION NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO, (206431.3670 ro a : . r • -':II' /u/. v' LJ «e of Kale lion: If . dtt. , IA tda.,115 Address: i DI c . le � : "j / Specia instructions: 7gc*fryi on SJ e Date w.nted. AultS Q., S Requ = star: 1)42 = . o i g Approved per applicable codes. Corrections required prior to approval. COMMENTS: 01 Lii r. .. it IA 'PPEIEAIMIINIMIMEIER/IIIIIIIIII . `r , il��� �. _ -.. ���► Inspector. ver 11110 ti.1 i gate: ( ',, D $47.00 REINSPECTION FEE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter BIvd., Suite 100. Call to schedule reins'ection. i§ INSPECTION RECOIL; Retain a copy with perm t INSPECTION NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO, (206)431.3670 Date called: Special Instructions: Date wanted: Pawl, `7G..w, q I1zl0( Approved per applicable codes. Correction% required prior to approval. Inspe Date: _—� /Z---t2 a s Receip No; 0 REINSPEC 01 Southcent ON FEE REQUIRED. Blvd., Suite 100, C Prior to inspection, fee must be paid I to schedule reinspection, '� I Date: tp thwi 1111Mil A G. 1111 reallik• b . AA ID . A arniummormair Inspe Date: _—� /Z---t2 a s Receip No; 0 REINSPEC 01 Southcent ON FEE REQUIRED. Blvd., Suite 100, C Prior to inspection, fee must be paid I to schedule reinspection, '� I Date: tp thwi INSPECTION RECOR Retain a copy with permit INSPECTION NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT N0. (206)431 -3670 , , i■ ........ Type Inspection: 4, ... .. , ' r s: r ,� ► 1 Date c : led: y r Special instructions: PO t` ' 7 Petri foillipi Date want* '7 0 ) , Raw :.tEr: A !..t/ _444 .0 / r P o: OW Q Approved per applicable codas. J Corrections required prior to approval. COMMENTS: /►AL- ('r7;, 1.. ' eV' Oh , .►,t' ily 7,00 REINSPE ION FEE REQUI ' D, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reins . action. Receipt No; Date: • ' • •, • . • .4 .. - • • • 11 1,,11,,V4fr •Z „ -.‘,414t44!*441.07.0t*.t",... mm I X: DatecaIIed: -o tr"e1t7 .41 Special nslrucflons: Date wanted: am. Requester: o INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, 1100, TmItioil ti'.WA 98188 INSPECTION RECOR Retain a copy with permit A dress: I Approved per spoilable codes. Corrections required prior to approval. COMMENTS ._t 4 - P .., A , . ,IP a . • a .sr 1-,tir A rx(41- 61ft/riverck /A/ e.. -7A/C7. A il __ ...e . • e2/ A otA altefli .i.ir . dif il - 40 A a:/ (fr et i C , 21 I ar Ali rie le, inspec Date: ire ,00 REINSPECT, 6300 Southcenter N FRE REQUIRED Prior to inspection, fee must be paid lvd., Suite 100. all to schedule reins ection. ecelpt No: Date: INSPECTION RECO - Retain a copy with permit INSIICTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 IIRMIT NO (206)431-3670 Project. . .., - 4L , 1,..40LA Type of Inspection: Ad. r s§f:0 5 f 17.,Datecalled: Special instructions: DateNvanted: a.m. .m. Requester: , Phone: Approved per applicable codes, Corrections required prior to Oproval. COMMENTS:. A Inspector: Date: fJ $47,00 REINSPECTION FEE REQUIRED, Prior to inspection, fee must be paid / at 6300 Southcenter Blvd., Suite 100. Call to schedule reins ection. Receipt No: Date: INSFICTION NO, CITY OF TUKWIIA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECO Retain a copy with perm t KT,01-0-77 VtRMtt NO (206)431-36 0 P eet: P412.4- Ld•-•() . Type of inspection: J /0 ) . 1/4 , lk Dat called: ....- .4 i )1,11 £ ;4.e,.... Special instructions: Date wanted: 0 / • - '2 b 1,1 t .1 • 0 0 . 10 . "Ict 0 . 0 ID*F• to os / Pho e: , Al .., , 0 ■•• 6 Approved per applicable codes. fJ Corrections required prior to approval. COMMENTS: ) . 1/4 , r ,„, 0 JA 0/44.° r 4 " 4r • , 4, ...,,, 4 )1,11 £ ;4.e,.... a• , e iv ft. • - '2 b 1,1 t .1 • 0 0 . 10 . "Ict 0 . 0 ID*F• to os / ILA 4 / , , # L Q 770. ' .8/.4az".....41.,i6fri7-/ 4 .4 '.. 4° 4 I a th I ni xdo ..." `,e' a / fiiVe"/ Oi 147 40 / .100,10111111•111101. 4 0/ td., 0413 s , ..--, IIIMMOWIf GP2141111IIIIIMI laird f AL. W ALI 4 - 7,00 REINSPECTS° at 6300 Southcenter B FIE REQUIRED, Fri d., Suite 100. Cal Dale: -CV to impection, fee must be paid o schedule reins 'calm. Receipt No: Date: la I tr. INSPECTION RECOR Retain a copy with perm INSPECtION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Mra7- 017 PtRMIt NO, (206)431.3670 Project: Y c4 t 4k Pet rk Type of inspection: p • ^0 y •. Address: 300 s 110#h gf Date called: $- 16.- 0/ Special instructions: Pre. Col on 4►1fe ° ror detention Inks Z-I' -o 'g• 30 a.M. Date wanted: /6-0/ r,m. m• Requester :Mimi earrh, el+ 7711-10: 204,.zyl'`.3Z i.a�. 0 Approved per applicable codes, 0 Corrections required prlor to approval. COMMENTSt 4=1i 72 �� j—�r =..� 1i ,S.0 • 9 7 •� 1-31 r � t,•ti`Itt1! 7• ► 4` Cte 4 i.a�. +l L ........44.....1.1 A 41k ti 0 riti • ._,._ill �,.. rr / $47,00 REINSPECTION ESE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter alvd., Suite 100, Cali to schedule reins s ection, 4 1 1 1 1 1 1 1 1 • Geo Engineers �• z C./smutting Engineers and tcosdcntists Report G otechnictil Engineering Services Proposed Perking Lot T'ukwiln, Wnshinjton December 20, 1999 M ror -oi1 • r• z � z aw O 0 CO d V) IL W a u. O O 1yO • W • C) W W til F� O Lint �; ,riff row ram ami 1 J Genf Engineers Republic Parking c/o Perteet Engineering, Inc. 10209 Bridgeport Way Southwest, Suite C -1 Lakewood, Washington 98499 Attention: George Reynolds December 20, 1999 Report Geotechnical Engineering Services Proposed Parking Lot Tukwila, Washington GEl File No. 7704-001-00 Consulting Engineers and Geoscientists Offices In Washington, Oregon. and Alaska INTRODUCTION This report presents the results of our geotechnical evaluation for the proposed Republic Parking Lot located north of the intersection of 160th Street and Military Road in SeaTac, Washington. The approximate location of the subject site is shown in Figure 1, the Vicinity Map. The proposed layout of the site with the approximate locations of our subsurface explorations is shown in Figure 2, the Site Plan. We understand that you are considering construction of an asphalt -paved parking lot on the site, We also understand a portion of South 158th Street will be moved to the south. The southern and central portions of the site will be cut, Based on information provided by you, we further understand that the excavated soil will be used to fill the northern portion of the site and retaining walls will be constructed throughout the site, SCOPE The purpose of our services is to evaluate the surficial soil and water conditions at the site as a basis for providing geotechnical recommendations for construction of the parking lot. The specific scope of services completed for this project includes the following: 1. Review available geologic and Soil Conservation Service maps of the site. 2. Explore subsurface conditions at the site by excavating 11 test pits throughout the site using a trackhoc. 3. Provide recommendations for site preparation, including grading and filling. 4. Provide recommendations for subgrade preparation for the relocated street. Geotngineers. Inc. 8110154th Avenue N.E. Redmond. tvA 9805; Telephone (4:5) 8616000 Fax (425)861-6050 w wv.geoengineers.com li NO Republic Parking c/o Perteet Engineering, Inc. December 20, 1999 Page 2 • 5. Provide recommendations and specifications for retaining wall options. 6. Provide recommendations for site drainage and control of any ground water that may be encountered. 7. Summarize our conclusions and recommendations in a written report. SITE CONDITIONS SURFACE CONDITIONS The site is situated on an upland area in the extreme southwestern portion of the City of Tukwila. The site is bounded by residential development to the east and south. by a theater parking lot to the west and by Highway 518 to the north. The site consists of about 10 acres of undeveloped property. A portion of South 158t Street is located in the southern portion of the site. We understand that this street will be relocated to the southern and eastern ponions of the site as a part of this development as shown in Figure 2. The site is presently undeveloped. Two elevated billboards are located in the northwest and northeastem portions of the site, The remainder of the site north of South 158th Street is vegetated with scattered trees and blackberry bushes. The portion of the site south of South 158t Street is vegetated with fir and alder trees with a moderate to heavy understory of blackberries. ferns and brush. Topographically, the site generally slopes downward to the north. A knob is located in the northern portion of the site. A relatively deep ravine is located west of the knob; a shallow drainage course is located east of the knob. The remainder of the site is relatively flat with a downward slope to the north. Areas of 30 to 40 percent slope exist on all sides of the knob. Arens of 20 to 50 percent slope exist in the extreme southern portion of the she. HISTORICAL CONDITIONS Historical conditions at the site were evaluated by a review of historical aerial photographs at Walker and Associates, located in Renton, Washington, on November 22, 1999, A review of the photographs revealed the former presence of two houses on the subject property. The houses were located south of existing South 158t Street, One house was located in the southwestern portion of the site, near the intersection of South 158`" Street and Old Military Road, This house was torn down sometime before 1956 but after 1946. The second house was located in the southeastern portion of the site. A paved driveway still exists in this area, This house was torn down sometime before 1980 but after 1974, Metal debris was observed in this area during our site visits. SUBSURFACE EXPLORATIONS Subsurface conditions at the site were evaluated by excavating 11 test pits with a tracked excavator on November 30, 1999. The test pits extended to depths ranging from about 7 to 13 feet G e o E n g i n e e r s Filc No: 7704.001.00 Republic Parking c/o Perteet Engineering, Inc. December 20, 1999 Page 3 below the existing ground surface. The test pits were located in the field by our representative by taping or pacing from existing site features such as property corners and roadways. The approximate locations of the test pits are shown on the Site Plan. The locations should be considered accurate to the degree implied by the measurement methods. The test pit excavations were continuously monitored by our representative who maintained a log of the subsurface conditions, visually classified the soils encountered, and obtained representative soil samples as needed, The soils encountered were visually classified in general accordance with the system described in Figure 3. The logs of the test pits are included as Figures 4 through 9. SUBSURFACE CONDITIONS Soil Subsurface conditions at the site appear to consist of a relatively thin layer of Vashon age giacio- lacustrine or recessional outwash deposits over glacial till. A small amount of fill soil was also encountered above the till in two of the test pit explorations (TP -6 and TP -8), OIacio- lacustrine soils were encountered to a depth of 7 feet below ground surface in test pit TP -2. The glacio-lacustrine soil consists of a laminated deposit of medium stiff to stiff silt with sand. Vashon recessional outwash soils were encountered in test pits TP -1, TP -3, TP -4, TP -6, TP -7 and TP -9. Recessional outwash consists of a loose to medium dense mixture of sand with variable amounts of gravel and silt, The outwash was encountered to depths ranging from 3 to 6 feet below ground surface in these test pits, A small amount of fill soil was encountered in test pit TP -8, The fill soil was encountered to a depth of 3 feet below ground surface and appears to be related to a house which was located near this test pit location. Unweathered glacial till was encountered beneath the fill, recessional outwash and glacio- lacustrine soils, to the hi! depth explored in the test pits, The glacial till soils consist of tt very dense mixture of silt, sand and gravel that was deposited directly beneath the advancing ice sheet. Groundwater Shallow ground water seepage was observed in all of the test pit explorations except for TA-3 and TP -9, The ground water seepage observed in the other test pits generally occurs at the recessional /till contact. The ground water seepage varies in amount from slow (test pits TP -2, TA -4, TA-8 and TA-10) to rapid (TA-7), Ground water seepage was most abundant in test pits TP -1, TP -6, TP -7 and TP -11, Shallow ground water seepage at the site is likely seasonally influenced, The shallow ground water table encountered in the test pits likely dries out during extended periods of dry weather. G c o E n s i n c a r s 1 File No: 9704- 001.00 °§ tip 11:42 Republic Parking c/o Perteet Engineering, 111. December 20, 1999 Page 4 CONCLUSIONS In our opinion, the project site is suitable for the proposed development with respect to geotechnical considerations. The on -site soils contain a high percentage of fines (material passing the U.S. No. 200 sieve) and are very moisture - sensitive. Operation of equipment on the site soils will be difficult, if not impossible, when wet. Site preparation and earthwork should be completed during periods of extended dry weather, if feasible, to reduce grading costs. A significant amount of shallow ground water was encountered in several of the test pits at the site. If site preparation activities occur during the wet winter months we expect that the control of shallow ground water at the site, especially in areas to be cut, will be difficult. SITE PREPARATION AND EARTHWORK General We recommend that all fill debris, building foundations, existing asphalt, sod, brush, trees and associated stumps, and other unsuitable materials be stripped from the site. Areas to receive fill should be stripped down to medium dense to dense native soils prior to placement of structural fill. We expect stripping depths on the order of 2 to 3 feet in these areas. We recommend that the areas to receive fill be proofrolled with a loaded dump truck after the unsuitable soil is removed. Any areas of unsuitable soil identified during proof rolling should be removed from the she. Prior to placement of fill, the exposed subgrade should be compacted to a firm and unyielding condition. We recommend that the area of the former houses be evaluated for the potential presence of septic tanks and heating-oil underground storage tanks (USTs) before stripping activities occur in these areas. If tanks are found they should be removed and disposed of by a contractor licensed and certified to remove USTs. Proposed Realignment of South 158" Street We recommend that the proposed alignment for South I5 8`h be cut to provide a minimum of 2 feet below the base of the proposed asphalt subgrade. The exposed subgrade should be compacted to at least 95 percent of maximum dry density. Areas too wet to compact properly . should be dried out or removed and replaced with compacted fill. We recommend that the roadway subgrade be filled with a free-draining sand and gravel fill, that contains less than 5 percent fines. The subgrade fill should be compacted to at least 95 percent of the maximum dry density. STRUCTURAL FILL All fill placed in embankment areas, building, and pavement areas should be placed as structural fill and should be free of organic material and cobbles larger than 6 inches in diameter. All structural fill should be compacted to at least 95 percent of the maximum dry density Q e o E n i n e e r s l File No: 7704.001.00 Republic Parking Perteet Engineering, Inc. December 20, 1999 Page 5 determined in accordance with ASTM D -1557 test procedures. The fill should be placed in horizontal lifts with a maximum loose thickness of about 10 inches and each lift should be uniformly compacted to the specified density. The on -site recessional outwash soils may be satisfactorily re -used as structural fill during dry- weather conditions. The suitability of soil for use as structural fill will depend on its gradation and moisture content at the time of placement. As the amount of fines (soil particles smaller than the No. 200 sieve) increases, soil becomes more sensitive to excess moisture. Adequate compaction of soil with a high lines content and excess moisture will be essentially impossible to achieve. The glacio- lacustrine and glacial till soils encountered in the test pits have a high fines and moisture content and as such will be difficult if not impossible to compact during wet weather conditions. If she- grading work must be completed during wet weather conditions it will be necessary to import fill material that can be readily placed and compacted if the grading work is to proceed, We recommend that any imported select granular fill have no more than 5 percent fines, by weight passing the 3/4 -inch minus material. WALL OPTIONS General We understand that several retaining walls will be built at the she as a part of this project. The approximate locations of the proposed retaining walls are shown in Figure 2. The walls will range in height from 2 to 9 feet and will mostly retain fill soils. We understand that one wall south of the proposed new alignment of South 1 58th Street will retain a cut slope. This wall will attain a maximum height of 8 feet, We further understand that you are considering a rockery wall for this portion of the site. Based on the soil conditions encountered in the test pit explorations, and our understanding of the project, we recommend that for wall elements greater than A. feet in height, modular block° retaining walls be considered for retaining fills at the proposed development. Rockery walls can .f be used to retain fills less than 4 feet in height, The walls should be founded on dense to very dense native soils. For walls founded as recommended we recommend using a soil bearing pressure of 3,000 pounds per square foot (psf) for design purposes. Detailed design recommendations for retaining walls are not part of the scope of this study. However, we can provide that service when design plans are developed, if requested. Many variations in wall design may be applicable to this site, We will be pleased to provide recommendations to assist in selection of retaining wall types as appropriate. Wall Fill Placement We understand from review of the information provided by you, that earth fills will be placed on the northern and western portions of the property on slopes that are presently inclined up to 30 4, G e o E n g i n e e r s Fite No: 7744. 001.00 I t Republic Parking .-"). c/o Perteet Engineering, Inc. December 20, 1999 Page 6 percent slope. We also understand that earth fills will be placed in the approximate center of the site. The plans provided by you indicate that the fills will be retained by walls that will range in height from 1 to 9 feet. The fill material must be placed and compacted using proper hillside grading techniques. It is , critical that the constructed fill is benched into the existing slope face. Bench excavations should be level and extend into the slope face until a vertical step of about 3 feet is constructed. The bench excavations must extend into medium dense to dense native soils. We recommend using a granular structural fill for the hilislope fills that contains no more than 5 percent by weight material which passes the No. 200 sieve for wet weather construction, During dry weather the fines content can be greater, providing that compaction is achieved. The fill should be placed in loose lifts of about 8 to 10 inches in thickness. Fill material placed within 2 feet below the bottom of the pavement structure should be compacted to at least 95 percent of the maximum dry density of the soil based on ASTM D 1557. Fill material placed at a depth greater than 2 feet below the bottom of the pavement structure should be compacted to 90 percent of this same standard. We recommend that fill material placed in the upper 1 foot of the proposed parking lot and street pavement areas consist of well- graded sand and gravel containing no more than 5 percent fines, based on the fraction passing the 3/4 -inch sieve. Fill placed below this layer can consist of on -site material or saltier imported material, providing that it can be conditioned to the proper moisture content and properly compacted. As stated in the previous sections, for wet weather placement, we recommend that all imported fill consist of sand or sand and gravel with less than 5 percent fines, Wall Fill Drainage We recommend that contour subdrains should be installed at the rear of each bench to control anticipated ground water seepage. The subdrains should be installed concurrently with the fill. The drain should consist of a free- draining sand and gravel drainage material, placed in a trench about 2 feet wide, fully encapsulated within a suitable geotoxtile filter fabric, such as Miraii 140N (or similar material), A heavy -wall perforated pipe should be installed near the bottom of each subdrain, underlain by at least 3 inches of drainage material. Pipes should have minimum slopes of 1 percent and should drain toward suitable collector and discharge points away from the fill section. All subdrain lines should include cleanout risers. Discharge pipes should be covered with heavy galvanized wire mesh to prevent rodent access. Lateral Pressures The lateral soil pressures acting on the modular block walls will depend on the ground surface configuration behind the wall, and the amount of lateral wall movement that can occur G c of nt in ee rs File No: 7704.001.00 1 lg 9t so :t ti Republic Parking Flo Perteet Engineering, the. December 20, 1999 Page 7 after the wall is built. We have assumed that the wall backfill material is well- drained, has been compacted according to our specifications, and is capped by asphalt. Walls constructed as recommended may be designed using 35 pounds per square foot, multiplied times the wall height,.,.. to derive an active earth pressure in pounds per cubic foot (pcf) for horizontal backfill surfaces. !� For passive pressure, we recommend using 300 pounds per square foot, multiplied by the wall height, to derive a value in pcf. Friction resistance can be computed using a coefficient of friction of 0.35 applied to the lateral soil pressures. FOUNDATION SUPPORT We understand that a small office structure will be constructed in the southeastern portion of the site. We also understand that stormwater vaults may be installed in the northeast and northwest comers of the site We recommend that spread footings for the office structure. and vault footings be founded on medium dense to dense native soils or on adequately compacted structural fill that extends to suitable native soils. The soil at the base of' the excavations should be disturbed as little as possible. All loose, soft or unsuitable material should be removed or recompacted, as appropriate. A representative from our firm should observe the foundation excavations to determine if suitable bearing surfaces have been prepared. All footing elements should be embedded at least 18 inches below grade for frost protection. We recommend a minimum width of 2 feet for isolated footings and at least 16 inches for continuous wall footings. Footings founded as described above can be designed using an allowable soil bearing capacity of 3,000 pounds per square foot (psf) for combined dead and Tong -term live loads. The weight of the footing and any overlying backfill may be neglected. The allowable bearing value may be increased by one -third for transient loads such as those induced by seismic events or wind loads. Lateral loads may be resisted by friction on the base of footings and the office floor slab and as passive pressure on the sides of footings, We recommend that an allowable coefficient of ,i friction of 0.35 be used to calculate friction between the concrete and the underlying soil, Passive ,•` pressure may be determined using an allowable equivalent fluid density of 250 pounds per cubic .' foot (pcf). A factor of safety of 1.5 has been applied to these values. LIMITATIONS We have prepared this report for use by Perteet Engineering, and their agents for use in design of a portion of this project. The data and report should be provided to prospective contractors for their bidding or estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions, c t3 e o E n g i n e e rs File too; 7704.001.Oo Republic Parking "Th c/o Perteet Engineering. December 20, 1999 Page 8 If there are any changes in the loads, grades, locations, configurations or type of facilities to be constructed, the conclusions and recommendations presented in this report might not be fully applicable. If such changes are made, we should be given the opportunity to review our conclusions and recommendations and to provide written modification or verification of these recommendations. When the design is finalized, we recommend that we be given the opportunity to review those portions of the specifications and drawings. which relate to geotechnical considerations to see that our recommendations have been interpreted and implemented as intended, There are possible variations in subsurface conditions between the locations of the explorations, Variations in subsurface soil and water conditions may also occur over time. Some contingency for unanticipated conditions should be included in the project budget and schedule. We recommend that sufficient monitoring. testing. and consultation be provided by our firm 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 and foundation installation activities comply with the contract plans and specifications, GeoEnsinoors 4 + Filo No: 7704.001.00 1 ( EXPIRES '-7". '1 Republic Parking c/o Perteet Engineering, 1nc. December 20. 1999 Page 9 . Within the limitations of scope, schedule, and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No other conditions, express or implied, should be understood. If there are any questions concerning this report or if we can provide additional services, please call. SWH :KOBtvc Document ID: 7704001R.doc Attachments 0eoEnsinccrs Yours very truly, GeoEngineers, Inc. Stephen . Heivey Project Manager enneth G. Buss Principal w 141K01 Fiio No: 7704.003.00 L *: 1 21 . • it-mwortir Ai el fillinligrAWOr irrAtov"ni t TACOMA ". 2000 4000 scALe IN FEET Reference: USGS 7.5' topographic quadrangle map "Des Moines, WA." 1949, revised in 1968 and 1973. VICINITY MAP Engineers FIGURE 1 f:t.1OL- 35mm Drawing# MICS MICRO COM SYSTEMS LTD. ATTENTION ❑ The next image may be a duplicate of the previous image. Please disregard previous image. ❑ Please disregard previous 2 images. ❑ Please disregard previous 3 images. ❑ Other: • . • 101 LQ77 35mm Drawing# • • • ' • • ..; SOIL CLASSIFICATION SYSTEM k MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED S OILS Mora Ulm 50% Retained on No. 200 Slew GRAVEL More Than 50% of Coarse Fraction Retained on No. 4 Sieve CLEAN GRAVEL GW WELL.GRADED GRAVEL FINE TO COARSE GRAVEL GP POORLY- GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND More Than SO% of Coarse Fraction Posies No. 4 Sieve CLEAN SAND sommailmmi SW WELL- GRADED SAND, FINE TO COARSE NAND SP POORLY-GRADED SAND SAND SM SILTY SAND WITH FINES -- SC CLAYEY SAND FINE GRAINED SOILS More Than 50% Passes No. 200 Cove SILT AND CLAY Liquid Limit Less Than 50 SILT AND CLAY Liquid Limit 50 or More INORGANIC ORGANIC INORGANIC Mt. SILT CL CLAY OL ORGANIC SILT, ORGANIC CLAY MH SILT Of HIGH PLASTICITY, ELASTIC SILT CLAY OF HIGH PLASTICITY, FAT CLAY 014 ORGANIC CLAY, ORGANIC SILT CH ORGANIC NOTES: HIGHLY ORGANIC SOILS 1. Aoki oiessinoadon is besod on visual examination of soli in oenerel ecoordanoo with ASTM 02411•10. . ioll eless1fioetion using laboratory tests is bend on AITM D2417•40. . Descriptions of soli density or consistency ere based on interpretation of blow count dote, visual appearenoe of soils, and /or test dots. PEAT SOIL MOISTURE MODIFIERS: Dry • Absence of moisture, dusty, dry to the touch Molst • Demp, but no visible water Wet • Visible free water or saturated, usually soil is obtained from below water table Geo Engineers 60I. CLASSIFICATION SYSTEM FIGURE 3 eti rot t..t Job Number nation Republic Parking 7704- 001 -00 SeaTac ..ate Excavated: Equipment: lab N 11:10/99 Trac hoe 2 0 r SM sp•SM ML ML LOG OF TEST PIT 01 Logged by DJT Surface Elevation(ft) 309 Material Description a, a 4. c. c Other Tests And Notes Brest du is •town at iy ne to coarse san • wit organic material (loose. wet) vts • tie tine to coarse san • wit st t occasion gavel and a trace of organic material (medium dense. moist to wet annul Stay un • orange sttea s! 1 ttti occasional • ravel medium !lift moist san an ins gray san •p sf t w! manumit grave tau moist) (till) Test pit completed at a depth of 12.0 feet on 11'30 99. '— Moderate ground water seepage observed at a depth of 2.0 feet. Moderate to severe tatting observed between 4.0 and 0.0 feet, Disturbed soil sample obtained at a depth of 7.0 feet. Mal Notes! The depths of the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0,5 foot, LOG OF TEST PIT 02 Logged by: DJT Surface Etevation(It): ______ 307 Date Excavated: Eaulpment: __ Trockhoe _� 11/30/99 w w 2 O. w O 0 ✓ —15 ■-20 Material Description Other Tests And Notes 10-0 15'- ML ML ML SM orest • u • ott orango, gray an tan s► t mo rom .. !tit moist o orange, gray an tan sit wit occasion sun (v*Itt moist) • is s! cslona no Bravo taut - moist) ((till) . ray s! h no to coarse san ccasions grave an ▪ cobbles (dense. moist) (till) N• —10 ▪ Teat pit completed at a depth of 13.0 feat on 11/30 99. - Slow ground water seepage observed at a depth of S.0 feet. No caving observed. - Disturbed soil samples obtained at depths of 5,0 and 11.0 - feet. —15 —20 Notes. The depths of the test pit lops are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. C80lliEDgIDBCTS LOG OF TEST PIT FIGURE 4 I rc�ic1t Republic Parking Date Excavated: 11/30/99 quipment: Traci:hoe 8 Job Number 7704 - 001 -00 LOG OF TEST PIT 03 i ication SeaTac Logged by Surface Elevation(ft)• DJT 317 u o Brest dull SM mwn an • orange si ty tine to me •'um sari • atit n trace ML of organic material, occasional gravel and cobbles (loose, moist to wet) — — (+tiled tan and"oranpe silt with sand, occasional gravel y t • and cobble% (stilt moist) (till) Material Description i t ... r 10— 26— - Teat ph completed at n depth of 12.3 feet on 1110'99, • No ground water seepage observed, • Slight caving observed at s depth of 3.0 feet, Disturbed soil sample obtained at u depth of 6.0 feet. - Other Tests And Notes Notes; The depths of the test pit lops are based on an avenge of measurements across the test pit and should be considered accurate to 0 5 foot. LOG OF TEST PIT 04 Logged by: Surface Elevation (ft ): Date Excavated: ;uipment: 11 /30/99 Trackhoa rr W 2 a 0 0 — 10 —15 - 20 DJT 342 Material Description Other Tests And Notes 10- IPII 20— SM MI. - orein ou . ar • r van" rya "an pea)• sl t) me coarse roan +vt occasional prsvel and a uses of organic material (loose, wet — Mh1We3ln and orange sandy bill wslh QGusional grave OWE moist) (till) - ▪ Test pit completed at a depth of MO feet on 11.30'99, K Minor ground water seepage observed at a depth of 3,0 feet. - No caving bserved. Disturbed soil sample obtained at a depth of 9,0 feet. Notes: The depths of the test pit lops are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. - — 10 — 20 GeolliEngineers LOG OF TEST PIT FIGURE 5 SIC: t Job Number Republic Parking 7704- 001 -00 .anon SeaTac :rate Excavated: Equipment: M 1Gr • • • 8 11/30/99 Trackhoe LOG OF TEST PIT 05 Logged by Surface Elevation(ft). DJT 332 .2 10 Material Description - 7 orest dull ML Tan sandy Sill with occusrnnafewer medium' stilt moist) (till) a C >— Other Tests And Notes • • • Test pit completed at a depth of 11.0 feet on 1110'99, No ground water seepage observed. — No caving observed, .. Disturbed soil sample obtained at a depth of e.0 feet. - • • • • • • Notes The depths of the test pit Tops are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Date Excavated: 1 ment: _ r w w z a W 0 0 •••5 x-10 —▪ 15 • • • —20 • Ma▪ l 11/30/99 Tracklioe LOG OF TEST PIT 06 Logged by: Surface Elevntlon(ft): DJT 338 1 1 1 �y r Material Description 0 avast u • - SP•SM . nos ac • no to coart;e san r slum, mamma Brawl with organic material (loose, moist to wet) (1111) iii ~' SM ▪ a rs rown ar t�� no to 07177:17-1 wit oceassona ML gravel and a trace of organic material (medium dense. moist to wet (weathered till1 R ott tan an orange san y sr t with occasions gravy - and cobbles (still+ moist) (till ) 10• 20.• NOMPIIMMIM Test pit completed at a depth of 10.0 foot an 1113099. Moderate ground water seepage observed al a depth of 5.0 feet. - Scverc caving observed at a depth of 4.0 feet • • �i Other Tests And Notes • • • - • • • Notes: The depths of the test pit logs are based an an average of measurements across the teat pit and should be considered accurate to 0.5 toot. — • 5 M — • 10 • • • —15 —• 20 IOW GeolliEngtneers LOG OF TEST PIT FIGURE 6 rotect Job Number Republic Parking 7704 - 001 -00 ..:cation SeaTac LOG OF TEST PIT 07 Date Excavated: 11/30/99 Logged by DJT "quipment• Trackhoc Surface Elevation(ft)• 334 w M 2 Material Description 0 „ r Meg' du _..•...r. SM ar rn%s11 si ty' ne to Coarse san •wi occasions 2tr— e no a 4 R Z Other Tests And Notes SM 4 `` gravel and organic material (loose, moist to wet) �" AL ta•eathered till) — 'r;myis • rmvn st ty ire to Coarse san • nit rave an -- • - occasional cobbles (very dense, moist) (till) — Test pit completed at a depth of 13.0 feet on 1130 '99, Severe ground water seepage observed at a depth of3.0 feet. Minor caving observed at a depth 0( 4.0 feet, a. ad a. Notes: The depths of the test pit logs are based on an average of measurements across the teat pit and should bo considered accurate to 0,5 loot: Date Excavated: 11/30199 Wment:._. Trackhoe • • 10• 15- 20— r SM CONCRETE SM SM LOG OF TEST PIT 08 Logged by: DJT Surface Elevation ft : _ 348 Material Description oast • u • is rown si ty no to coarse san wit occasions ravel (loose, moist) (l1II ▪ • crates a - is • Town si h' ! ne to coarse 68 • w1 occasions gravel and a trace of organic material (loose, moist) !weathered till " • r$% si w no o coarse son • wi . grave an cobbles (very dense. moistt (tilll occasinna ▪ 'l oat pit comp et • at a • op o get on . ' •' Minor ground water seepage observed at a depth of 3,0 feet. No caving observed. • Disturbed soil sample obtained at a depth of 5.0 feet. O r ✓ 1- w w W et w 0 —• 5 —10 —15 — ▪ 20 Other Tests And Notes Notes: The depths of the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 toot. GeoINEngineers LOG OF TEST PIT — 5 —10 —15 — • 20 dow FIGURE 7 w rot' -t Republic Parking Job Number ''cation 7704 -001 -00 SeaTac Date Excavated: 11/30 /99 - �uipment:. Trackhoe LL MO 1 0 c 4 g J .St to ma 1i- 12 - 1 oS N y SM ML SM LOG OF TEST PIT 09 Logged by DJT Surface Elevation(ft): 35; Material Description 2 E L LL Other Tests And Notes • • 0n e. sari t wit mmtasmmna grave (son to me tUM stilt moist) (till) _ . �-- r Gra y silty fine to coarse and with occasion-archive( (dense. moist) (till) areal dUtt e • . is . rnwn si ty me to coarse sun travel loose, moist) Wit nccusiana Test pit completed at a depth of 91) feet on 1 I :10'99, No Around water seepage observed, No caging observed. • ▪ • • S ea Notes "ne depths of the test pit lops are based on an swap of measurements across the test pit and should be considered accurate to 0,5 foot. LOG OF TEST PIT 10 1 Date Excavated: 11/30/99 Logged by: E ul • ment: Trackhoc Surface Elevation ft): 330 i 1 Material Description Other Testa And Notes w w LL 1- a W 0 —▪ 5 —10 —• 15 —▪ 20 10•• 1 2G- SM SM ▪ Forest dull • ray illy nc 10 coarse stn wit occ s�onu gru�a an • cobblaF (medium donne. moist) (weathered *1111 • sy silr`� tiro to coarse san wi occasions gravc mid — cobbles (my dense, moist) (1111) ▪ Toss pit completed st u depth of 7,0 foot on I I/3099. — Slow groundp%later seepage observed at u depth of 2,0 foot, No caving observed. Notes: The depths of the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. oi — 10 —15 —20 GeolillEngineers k LOG OF TEST PIT FIGURE 8 mice) Republic Parking IJob Numbcr .1,-tatt on 7704-001-00 SeaTac Late Excavated: Equipment. 1 i 4 • o 15 2 11/30/99 Trackhoe LOG OF TEST PIT 11 Logged by: DJT Surface Elevation(ft) 342 rt 4,3 to 4-15 SM SP.SM SM Poresi dub Material Description IZ Other Tests And Notes is • town so ty ne in coarse san • wi occasiona gravel and trace of organic material (loose. moist) weathered till on • orange an town ne to me • nom son so t medium dense moist to wet ay so ty ne in Mlle MI • WI °cumin' grave an cobbles (dense. moist) (till) • • Test ph completed in a depth of 9.0 feet on 1110'99. . Moderate ground water seepage observed at 4.0 feet. . No eating observed. • Mal raw Notes; The depths of the lest pit logs an based on an average of measurements across the tut pit and should be considered accurate to 01 foot, -.10 .0,20 Engineers LOG OF TEST PIT FIGURE 9 ANSON CONSULTING ENGINEERS, INC. 1380 - 112th AVENUE N.E. SUITE 100 BELLEVUE, WA 98004 (425) 4547137 FAX (425) 637-2949 f =-m�iL office@)ohnsonengineers.Com July 9, 2001 Kyile K, Yamatsuka, P.E. Reid Meddleton, Inc. 728 1346 Street SW Suite 200, Everett, WA 98204 RE: Quick Park Stormwater Detention Vaults (M101.077) FILE COPY 71 Dear Mr. Yamatsuka, Our response to the structural plan review for the above referenced project is as follows (using your sheet numbers): Structural See attached revised structural sheet S1 for note 4 corrections. item No, 3, Please seo attached loiter from the soil engineer regarding tho soil design parameters showing a 4000 psf bearing capacity. item No 4 We have revised the length (gibe vaults. please see sheets S2 and SS for the revised plans. Item No, 5, Please see revised sheet S6 showing the correction on detail 12. ,item No. 6g The 6" gap between the top of the baffle beam and the precast panels in detail 13 on sheet S3 and S6 was coordinated with the civil engineers. The gap was provided in order not to make the planks bear on the baffle beam. Item No, 6b Wo have omitted the 2" PVC drainpipe at 10'•0" on center. Please see revised plans. item No, 7, Please see revised details 11 and 12 on sheets S3 and S6 showing the distance from the face of the wall to the edge of the footing. Walla Please see revised calculation of the footings showing the correct footing dimension, tcro. _7b Please see revised footing detail on S3 and S6 conforming to the UUC code requirements on development lengths. Miok 017 Item No, 8 Fire truck live toads and HS -20 loading surcharge was considered during the design. Soil over the footing heel and the weight of water retained on the vault can be neglected in calculating shears and moments because the upward pressure created by these items is equal to their downward weights. figmjachl See revised details on sheet Sand the revised calculations regarding the middle wail for the west vault. Item No, 10 Please see revised drawings on sheet S4 and 57 for the spacing of the stirrups at end wail and side wall at the grate openings. Item No. 1 tq We revised the calculation showing the 1-15.20 truck surcharge and/or the fire truck outrigger - loading surcharge, Item No. 11 b The 115 @ 12 "o,c, was provided to resist the lateral loads from the adjacent soil. Please refer to page rt5of the revised calculation. Item No. la Please see the revised detail 13 on sheet S7 showing the correct location of the 116 @ 12 "o.c, transverse top bars and tho 115 ® 18 "o.c. longitudinal bars. Item No. 13, Slab reinforcements are 114 @ 18 "o.c. each way, Reinforcing bars for the middle wall footing is shown on detail l3shcet 57, Item No. 14, Wo have attached calculation for the cast in place concrete slab adjacent to the steel grating. if you have any questions or concerns regarding our response, please give us a call, Sigceroly ark Johnson, Enclose: Sheet S1 to S7 Revised Structural Computations v '07/09/2001 11:34 FAX GeollBngicteecs MEMORANDUM Z002/002 8410 154th Avenue NE Redmond, WA 98052 Telephone: (425) 861 -6000 Fax: (425) 861.6050 TO: Jacob Kuntara CC: Noli Torres, Michael Aippersbach, Michael Lancaster FROM: Bob Metcalfe DATE: July 9, 2001 FILE. 7704.001.01 SUBJECT: Quick Park Parking Lot Storm Water Vault - Allowable Soil Bearing Pressure Recommendations At the request of Noli Torres of Johnson Consulting Engineers, we are providing supplemental recomnmendations for the two storm water vaults located on the north end of the parking lot at the subject site. We were asked to evaluate the subsurface conditions around the vaults and to assess whether the storm water vaults could be designed using an increased allownblc soil bearing pressure of 4,000 psf (pounds per square foot). We previously provided gcotcchnieal recommendations for the project in our report dated December 20, 2001, In our report we recommended that a soil bearing pressure of 3,000 psf be used for the storm water vaults if fownded on medium dense to dense native soils or compacted structural fill, We understand that the storm water vaults will be 460 feet long by 20 feet wide and 14 feet high. We also understand that interior elevation of the vault bottoms will be at 302,74 feet for the northern vault and 306.56 feet for the southern vault, The footings for the vaults will extend about 12 to 14 inches lower than time slab elevations described above. Botim vaults will be located under the paved parking surface. The pavement surface over the northern vault varies between L'•levation 314 to 318 feet. The pavement sun face over the souther vault varies between elevation 320 to 323 feet. The vaults aro located in an area where the subsurface conditions generally consist of loose forest duff and/or topsoil over weathered medium dense to medium stiff native Boils with denser, Tess weathered glncinl till at depth. Dense glacial till was encountered lit about Elevation 301 feet, 299 feet, and 314 feet, respectively, in the northeast (TP -1), north - central (TP -2), and northwest (TP -3) corners of time parking lot. Dense glacial till was encountered at about Elevation 332 feet near the center of the southern vault. Ground water seepage was observed at depths between 2 to 8 feet in the test pits TP -1 and TP -2. In our opinion, time storm water vaults may be designed using an allowable soil bearing pressure of 4,000 psf provided that the vaults are founded on dense to very dense glacial toils or on properly compacted structural fill consisting of imported gravel borrow (WS13QT 903,14(1)). V4,000 psf is used, then the weathered medium stiff and medium dense native soils should be removed until dense native soils are exposed under the vaults, Some ovcrcxcavation may be required below the vaults, especially in the east and central portion of the northern vault. On -site soils should not be used as structural fill below the vaults. Based on the planned bottom elevations for time vaults, the dense to very dense glacial soils may be encountered above or within about 3 feet of the bottom of the vaults. We recommend that a representative from Our firm evaluate the subgrade conditions for each vault to determine whether adequate bearing soils are exposed or whether zones of unsuitable soils exist which should bo ro moved and replaced for adequate support. In addition, fill placement and compaction under the vaults should be observed and tested where necessary. The contractor should be prepared to handle ground water in the excavations, especially on the east side of the northern vault. Hydrostatic uplift pressures should be considered in the vault design if ground water is present, such as encountered in the northeast area of the parking lot, to addition, we recommend that the vault slabs be constructed on a minimum 6 -inch thick crushed gravel layer. J. CLARK JOV 'SON CONSULTING ENGINEER P.S., INC. 1380 112th Ave. N.E., sIrrE 100 Bellevue, WA 98004 (425) 454.1131 Job: REPU(3LIC,'''PCING LOT Job #: 10304 I3y. NT /CJ Date; REVISED 7/9/2001 STRUCTURAL. COMPUTATIONS, ELM REPUBLIC PARKING LOT STORMWATER DETENTION VAULT LOCATION: TUKWILA, WA CLIENT: PERTEER ENGINEERING BASIS FOR DESIGN;, CODE: UNIFORM BUILDING CODE, 1997 ED. EQUIVALENT ACTIVE FLUID PRESSURE is 55 PCP COEFF. OP FRICTION im 0.4 SOIL BEARING CAPACITY 4000 PSF (ASSUMED) INDEX TO COMPUTATIONS: GENERAL WALL AND FOUNDATION DETAILS G1 01 -01 F1 - F15 S1- S7 THE STRUCTURAL ENGINEER 1S NOT RESPONSIBLE FOR THE SITE OR SOIL CONDITIONS Johnson Consulting Engineers, Inc. P.S. 1418. 112th ive Bellevue, WA 98004 a /10 Phone (425) 454 -7137 / Fax (425) 637.2949 Johnssoneng@aol.com 16bs RtLpu tol c ,e eki .15 L0+ Oates o5 -11 -01 „_Or= H,At1ttin Ss Meet: Stevni wait., Dti ¢Ht o•1 Vcw It Ty p. S e. WaII tDesigh W1.?. 55 pc4 C 8,ss) 470,3# /ft W,.= 55 p`1 (26.21 fill RVI+ vv. t W,L • t 410.3+ 11,1 2. M = Ca L. = (11.45 ) = 1 /12 ki4't 1.1 (9,22XII4,S) Air re ,� `� 4.a d 40.51 23,1 k¢t 1 2' -0 5.5 os 11105 ' 4 •o" d = lo- 2- 1/2s1.5" 0.11 ►v2�,�1 ' # 8(2 12 "04 (Apr = 0, g i vs~ / (+) [Ito Pc.f (3 +5'0 r 150Pcf(I.o1012% PA 1 12032M _ 41-0" Ch k huh; = 300 8 prf •l N Boa 8 (121„ 4 bq ) 213 4$$ P2 6 1.1 (233' 0.S)(2:x3Joo I"2 = 5"-s i% 4. 150 pc{ (%0, '11,45') a 12032% `401 '' pros', t TTT Cresg., , 300 CI 1,6f d.10 -3 - ,1,16 /1.= 1§ thi Johnson Consulting Engineers, Inc. P.B. 1418 112th Ave'. T; Bellevue, WA 9600•. 41 )10 Phone (425) 454.7137 / Fax (425) 637.2949 Johnsoneng@aol.com lobs ►t- 1t• • r i ►� - L0+ Dates- 05 -11 -01 } Sys R. Atitt41 s$blects StVervwdat4V Dctewt; Qr► Va..It v% Os' M i 3oot ref Asir Mu, ........... tod r,GG 4+4. I (2.ca) 4.0 (4.49) 0,11 ni 4 /15@P 12"oe. (a of �rovi d� e. 10�� �Hi(.l4 x �' -ors wilt *5f_L1: hSutr�e.. Johnson Consulting Eineers, Inc. 1380.112th Ay(' E. Suite 101 Bellevue, WA 98004 -3710 Phone (426) 454.7137 / Fax (425) 637.2949 office@Johnsonengineers.com lobs • 6 '-^.Pa r k i v19 L 04 Dates ' - my! N • h +e-v) SlIbieets110rm v40.4.4-r �ttevl +s ov1 Vault F3 ro. E W�.II W, = 55 p a (e.ss ) WI.' 55 pe..f (2o.? ) Wt �—� .1 0.42 W. I. W 4 W1 ouftrarrsa Z • 1 4�013�/ = 1I 114/ Q_410 I11(II•5 41121tift 2. M IA z a L 16.1 (q ,2Z1 l"5 /4.4/ . ,�,, - & 23� I "111 1 a P/i� �b.1 re. 1 '�,ad 410(7 &) 2311 1) Io z•o 1 N 5 -S 7111.1 d: l0•2• %2 = 71/2 11 o 0.`17 i 1 Yri i'. € e Is" o c. (Ar, t 017 e i htA ) .1/o k. vi fP/A % C (z.4546)4 ISO ?a(Ilo6)J4/ 11601 f(%)(II.45) 3512 */4t' �s� � �/� mug a 1`49 post g, i4.11 in Ito 1 1Iv,/it d use— 1.1 1tN)> = a28 11,4 4714.9 " /O K. prow. 1- ..1_..t _r (r1424., a1411?sf d 14 * - • 415h . 4;••I01 111 Johnson Consulting Engineers, Inc. 1380. 112th Av /`. Suite 101 Bellevue, WA 98004.3710 Phone (425) 454.7137 / Pax (425) 637.2949 office@johneonengineere.com Job: Re.pu l i '•,I�ay -k.i H L0 + Oates °$" 11' -0l Sys W .1k brt-ts•► SIbJectsS ' rvNw +'Gr e L i1 O , �,vl♦ Rhin- orc.e.w.wf M= 16 i 9 p s f 6`615*-, mg' M_ q,oel •17 4k. ( 0,s7 b d2 L It Se12 ot, C A p r• O. 3 I i n z l Rio Johnson Consulting Et ineers, Inc. 1380. 112th Ave z,. Suite 101 Bellevue, WA 98004-3710 Phone (425) 454.7137 / Fax (425) 637-2949 oflice@johnsonengineere.com Date, 05-15 -oI ey, N.AMtev■ Sableet: Stay*, wo'L✓ V&j %+ 5 Tye. Weld( ?W 0 A li(id2.4 /I16o5) 1 " 3,g I it ti AAA ax = p( H /2, ) MM h.o. r. 3,41 11.( 11.6% : 14.0 14.4i Asr rejd ` 1.1 1 4. o4k-L 4.o (grt33 ) b#L,1 put Rho 11.0 u d S IA w 2 r 4Yf)1a _I,`3 " w 6.41 1 4174+ "2. i"1/4+ 4 .V 7 e Mo,1. * Lei k(II,o % /3 *"'A);I9.I4k Wc.�aL,'ts; W�11 Footi via MR /bloc (Apt a ISo pc.f (it /1.XI14,5) = 13a1 k *' 5 o rc.f ((i /1 2) 4. o) w 195.5o* 4,1,4 pct (4.0}(II105) s 158 I•�5o (4.5) • 1350 (4.01 r 2166(4.5) 33,5 it NCR X1,5 Ptiu F. S. O.T M s , 0 1, 58 ? 1.5 ,/ok.,, oT 1 11 o,G.11 /(') i Johnson Consulting Engineers, Inc. 1380. 112th AV ;. Suite 101 Bellevue, WA 98004-3710 Phone (425) 454.7137 / Pax (426) 637.2949 officeejohnaonengineerg.com Slid' 1 N Cii le b: I Po.rki h Date : 6 -is -4, I sys ICA +tvt So Nee t :OS 0VW1W&td,V tokttllk i0 PI Vault c .5.9t. k (o.3s = 1.92 k cat* •f friG. ""'! Rsid64 18o ?cf (4/IZXt1/4X 0# G) z Cod*. of feet. Pslo.ls #o reLiif " 531 0110 k. 1 0,1 it .s Corn vrtssi vt sj rtvt4�In of Slab ®_ a o.ss fI Ar ' ! "t1 �1h e 010 * 9 ro44 area of w4I I seci.; off (;n%) L.c g Vert. cal dib4t+. ice %GkwetV1 SUpeOfts(+r )." I0 +(11Yt) a 2.1 k /ft g 4 "K12" r 4$ ;11% h = oVtr'alt 411ick+neS4 04 P tw►b4V (in) k 4 effec4;it le■'th factor o.to 4"‘ a 3000 psi. 0 pnw a 0,40 (0.10)(3°60)0S 0Pnr,,° I3,9k /ft'2.'''/ft • .; rout - c X 1 O.8 4 0 ) 0.13.9 3t(4) / • 1* alo eink ,.t re red 11.o in R o a s" or. Eve L4 610.10 ciowt,11 40 &II ft9'•, all 0.v'avnel ) It Johnson Consulting Engineers, Inc. 1380.112thAw Suite 101 Bellevue, WA 98004.3710 Phone (425) 454.7137 / Pax (425) 837.2949 officetljohneonengineer8.com teb, tZ' ubIif'PO- dn„i16 9 Lot Date: 45 -15 -01 Sy, N. AI14l,Vt subieet: _Saga_ F1 P s s u rc MR "Mei wai9kts 43 4,: 2/3 (`..l:2 a. mit _ 414 1e +kick d• I 3 '6.5 -11,1 Ir,21V g 2.3 I ' 4 "T'! re �U Itu.it F &I I5 out S t pit w c14 I e I3 1 7419 p s4 3000 psi. omovJgditstc __A. wh• 0c 141 +k ck x 9: -o" w i Johnson Consulting Enneers, Inc. 1380 - 112th Avg '� Suite 101 Bellevue, WA 98004 -3710 Phone (425) 454.7137 / Pax (425) 637.2949 off ceejohnaone ngineera.com Rct, e E J el Way l L 101-04 $ a 55 ?cF (2.) Ila jsf % 3 Q lebs�4 ^. ?ay. .n at, L04 Dates b5- 1'1'0 By: 14 'i4t1t4h SaHee!s, 140YV"s J&1 Gr Dt+e.M+i v 4 5S ?cc (7,$) = 413 Fs; 55 pc4 ( 20,9.) 1111 '�5f Ito 's•O.21 •- +mt1.41 43 ha 0142 -11 = 0.11 1111 1W1 2 WI 1N1c 1,11 n • 0.`0 8t L) a Ilo 4413 '1.g ) a 114 1 ` RIls (� cicolrt R aI Qs • vl c girl (0, 4 Riz R ' = J Iw R R1z ; Qaeten 5512 tor i. M ecoan — (11,45' etie 2. 5321 vu, Fg '551 z f+k 408 .9 Johnson Consulting Engineers, Inc. 1380. 112th Avt Suite 101 Bellevue, WA 98004.3710 Phone (426) 464.7137 / Pax (425) 637.2949 ofilee®johnsonengineers.com Job: Reps 61 s -'"''� PA:" k.. q Loo Dates O -1 7 -4: Sy: 0•Ai,tem S.bleet:t0f'b W ate r Detevltiott V&v I+ L . s (o -o Q� 5612 i /ft M = a q fri . ma.s. ST at 4.ad 1., (‘/,414L) z Qst ' r- :.3,1d;h Bbd 4,o ( 7 .5o ) • AST retj 1. s $,CrO IYI 5'Ite C = 55172 (101 ; 2100 °,, 2 ' St rfOrS VG 2 , = I o9.5 psi Ov0 = 931)6 � V bd Ayr I.5 (,.1n)_- t(io) prov, 4 = 10 - 2 -01' /$) /z i,S01 _ 8.15 431.) v e d aw t 24i11; YK _ VC 4 frc 3c3,4 I 1 413 ?b, cr Johnson Consulting E*ineers, Inc. 1380. 112th Ave Suite 101 Bellevue, WA 98004.3710 Phone (425) 454.7137 / Fnx (426) 637.2949 office@johnsonengineers.com 4.Hrru 5pH4 I\ tul ( vu, 1 did . +t- 4, Y 0 t ru G 3 "oo 4' : 3000 1 Johnson Consulting Engineers, Inc. 1380. 112th Avt Suite 101 Bellevue, WA 98004 -3710 Phone (425) 454.7137 / Fax (425) 6374949 officeejohneonengineers.com a.rn.�ss Cone jp.se. r h coact Mull e Gr-ol +z 1t. ( riY6 Cht+r -O w= C I pef)(' ° /iz)(c..5;) f /'24 ha(5 %)0' - I 06),a tit( Pys.b.RN)(!;)e0%) toC ivr /1L)( 410C PO( 8, ' >JsA )COL = I2, 11 14, h1 " 1162. ` 4 � ' VW1 1' tt. Ito m me l 133•2.6 1" 4. Jobs bh rk+ng poi Date 3./0), sys nN71 G✓ Ss�biects Vati // jcsgt4 I se s Q 1')" •C , 41l We IOM X "4) "o(G ko1K^ r t--t to Rr MC -. b i.00(44.0 as: VI� 43. g/'- t~ - c CO *-g 14;rf'. {oars Qb s sio . chirp, r 1f' Johnson Consulting Ent~ineers, Inc. 1380 -112th Ave Suite 101 Bellevue, WA 98004 -3710 Phone (425) 454.7137 / Fax (425) 637.2949 oice@johnsonongineers.com 1•b :fZepu61ic. - .7)&rki•..i Lot Octet 05 -11 —01 •y: 1.11.1444A1 Sublet: Sfo.w+w&tte iit�l.N� i eK V&A) tt :Co vr c, Beav+% & a W all c Awes QT'St.,r r. I50 ref (st.s/ X1b.S /2) + Ito pe4(7.1 )'+ 150 rat (1b/:sx4.os) = 5191 M :: urt. PL 8 Ma 15 4.k. I P=104 Ifr-Potiaw' 4-514' tit ' for L t p ,, 5141111.0.1. +4044 a. r 0 A,T I • re b T 1 1t 4 S ± ; ,r v p 110,0 ps Mu. 4.0 d eh 63 -1 - (4 /e)/1 g 6043'. 121: Th7610 +.o (031) (Apr' 1176 vc 110 (10)(GO147)'4 cc.,1 k 1 .6 ( 60414), s b d d, g 5 (10 )(043) Tuy -Pi'c a5 Psi < '2 ' 1} Aye t SLIT) `/'3I) 12 \/1 t rise-i. c i 14 11- )1 r /r, V► l 1 oI� Johnson Consulting Engineers, Inc. 1380 - 112th Ave 1. Suite 101 Bellevue, WA 98004.3710 Phone (425) 454.7137 / Pax (425) 837.2949 offieetojohnaonengineers.cam l.b :R`rubI Pai,rltiv►99 Lot Date: OS•Il —b ' Sy: akhttM S. Nut :, OtrWIV A.+Ge be+014 +i O41 i.3 S ; t p Spat i v• Johnson Consulting Eng eery, Inc. P.S. 1418.112th Ave` r. Bellevue, WA 98004 ,. /10 Phone (425) 4544137 / Fax (425) 637.2949 Johnsonengeaol.com I,.bsIaef*,b11 G jik Date: _ gys N n a- Swbject: p /2 �e_ i 1 t&i4 l C4/%hJI t /ab Guelgh1C: .f/a b : 1;5v b /' 0'!2.) (1) -J)prf( ) l) )t-: /26 (a' ) ,ire ,n+c% Dci tv5 er 1 150 Goo r. 792)0/ Wt. ° 45* /C►o�)(11�4•� x +.0 Is /fro pruc(4t�l /h wt e4,4 , /. std /o)' 1 1, 7 ( "k) / /oy' — 4. /2. 1,9- 1,17e /2. 67.q3 cii A,. 6157194 Pt q e /6" itIO • ' . itsa z'' #h k s/a b . / D 4016 Q 2 c #1 f5,0ev#� 22,C41 -k 0,f, Per flmat qsk s, / y� „ ■ ■ b Johnson Consulting En 'veers, Inc. 1380. 112th Ave. r`'1 Suite 101 Bellevue, WA 98004-3710 Phone (425) 454.7137 / F'ax (425) 837.2949 ofce@+johneonengineess.cam 1. bs /f w b 11 c,-- r k Pei, Vat,,/7 Date=, 7) tOIt./ gys 1�i71 C✓ SMbleets a eq 5' -e it s# (2.) r llo w � C2 5 ,b per Yn z ,116 (SE)L} 01_0461(3) i also, es s•fi h a y V) v ✓ t -.M • a1q 1" /s c. lyv-0/1101 • U / " wn// to fts el* "o, r. Vdnc.cal a/ ck of wn // Prowl wl 10422 o o ..1 J. CLARK JOHNSON Job: REPUBLIC PARKING LOT GI CONSULTING ENGINEER P.S., INC. 1418 112th Ave. N.E. Bellevue. WA 98004 (425) 454.7137 Job H: 10304 Date: 5111/01 13y: li. AUTEN REPUBLIC PARKING LOT STORMWATER DETENTION VAULTS LOCATION: TUKWILLA, WA CLIENT: PERTEET ENGINEERING, INC. BASIS F'OR DESIGN: CODE: UNIFORM BUILDING CODE, 1997 ED. EQUIVLANT FLUID PRESSURE: 55PCF FRICTION FACTOR: 0,35 SOIL BEARING: 3000 PSF INDEX TO COMPUTATIONS: OENLRAL- DETAILS FOUNDATION 01 S1-S7 F1 -F14 THE STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR THE SITE OR SOIL CONDITIONS° aECEUVE JUN 1 2 2001 REID MIDDLETON INCOMPLETE LTR #- ' Johnson Consulting Engineers, Inc. P.S. 1418 - 112thdve. Bellevue, WA 9800v 10 Phone (426) 464 -7137 / Fax (425) 637 -2949 Johnsonang@aol.com labs Ro.ru61; c eetvk. vt3 L04 Date: 05 -0 -OI :_Sys 1- }.Ahte..4► Subject: Stoves waft.. Dad Qat'io•. V&A) I+ Typ. W0.11 IDtSigh WI - 55 Fs d (2.55'') 41(04/4 Wzs 55 pd (20.t') = II II 44.4. 410.3 0.11 Wt. 1111 Ws * W,, L t 41o.3 2 1111 (s.) ; q,22 kilt M Ct L 1.1 9,22x11.45) 23.1 rv+ 111 Afor re d 4.o d 4 ('1.51 0 kft 4' -o " d =i0 -2- 14x7.5 • 011 i r2/{i * se 12 0 4, Apra 0.143svi /f4) 10 it. 9/A Ito Pcf (2 4 5•6) ' 15o pcf (1.06).12 ,1, 4' 160 pc f (lo,, II,b5') fiaa�, & 'P /A a 12,0324141 _ 3008 Prof 4 o Chicic.hc, h_v'�,._ 5008 (-i'f) Va Ta 1531* 1.1 (1331 4r41 'Frog. 10K- � H /11,t 'e►Qc, • 3o c. is 196f d =l4.t..'1Yt;(.49., V.1;•4aa'r, • Johnson Consulting Engineers, Inc. P.S. 1418 112th Ave. "'",1 Bellevue, WA 9800,, 10 Phone (425) 454.7137 / Pax (425) 637.2949 Johnsoneng@aol.com Jobs Rtpu s'C. Pg„.44.i v% L Date t OS -I 1-0 I Sy 1,At+C401 Sy Wee t Si*Ovmviti.ttv 14te4t-i or% V&A) 14- Foot vt Rt. oe • I,si 41e. M i 3ooll ref 2. bk6 r 11 I 0 ei IRIMMOMmalla 4.0 (4.49) • 0•101ni 4 SeP 12 "be. (Apr ()AI ;bit sjok. 44 4 .. w. 4_±C.OP. &O#i I1.�. +Atm./eine, Johnson Consulting Engineers, Inc. 1380 112th Ave., Suite 101 Bellevue, WA 98004 -3710 Phone (425) 4544137 / Fax (425) 637.2949 officeejohneonengineera.com T o, E h d W0,11 ebtsi 4 • 47a. 3 1.4 Wit 5$ p a4 (Cgs') S5 pe.f (10.Z') r. 0.42 2. 1.. hobs Oates 05.1401 By 14 hi-Gv1 Ssbjicts StOvvri ao.t.tr �Ctevli ovt _Yam It — b iQ.r ft, i v1 L o o '10.3 t 1111 _ w / k Q �r �.( 11.415 1. 7 4 1 re a 1,1 (1.1.7.111.45) ) 1.1 I Of a 2311 1`41 LOS' _. 1 V1+ d : Io•2 %4. 25.1 .- : 0•11 i +1 1/4"1 6 14 gi 12" (Art. t 0.141ih F3 0C. Joke.. �.�±��.woI1 " / *s! 12'1oc Jw G2f.o C° i✓►>3idL &C.L. i to 'PA R C 120 re( (2.4 516) 4 150 ik.4 (I,0q] fi 15o pa (%)(1145) 3s 512 7* Cr .� �/ s� 3s1z 44 14419 sf brt4 A 2..i(4.1 fit• P it 1 ` 4 q 12� 130 11.1"/ 3/4 hi -1$o) LL gyp, • I (s'$ p s { d =I0�,T. :z5/�$�, .4► " I.(,� '� 1�.ta9 pray. Johnson Consulting Engineers, Inc. 1380. 112th Ave.'". Suite 101 Bellevue, WA 98004 -3710 Phone (425) 454.7137 / Fax (425) 837.2949 oftleeejohntionnginet ra.eom t: V i r G Gwt G t4+ M $ 14 t1 p sf OAS 1, �r d ...alt. 11 (0,413) 1(4.4 1 S) el) 14d w! # s e i t o. a 0.06 + w 6 n Selz "0C Apr. 0,31 i nt, '.._° IC' Johnson Consulting Engineers, Inc. 1380 - 112th Ave Suite 101 Bellevue, WA 98004.3710 Phone (426) 454.7137 / Fax (425) 837 -2949 off cc@johneonengineero.com leb3 IF.Gp u 61 i eo—NPo -r:ti H tv Lot Date t,65 -1 5 -o t eyt :I• AMtGvti subject: Ste Vol WI G✓ DL41A14-i off VAA)t4 5 pW 0' /.(�2.4x,Il•e5) s ' 3,81 1 Am tux s p( "/3) M1111‘r : 3.1 ( Il,es/3 ` _ 14,0 6,41 Air r d a 1.7 14.okk 4.o ono) 1 1 h It -/- (14) 4.43" 6.(4int/ o,62.1"1/4 <2• *4 eve 04 (Are 0.1 Mot * s.s I k l "'°6/3 * lYtt) 4 11.1 ", W�.� a �►'� s MR : ISo Pc.f (i2 /10(II•os) 1ss t• * ISo Pik (1 /1zX9.o) :, ISsoir a (.4,4 pcf (4.0 X11.0 c rise" g e' I,(,so (4,5) 4' 135o (445) t 21516 (4.5) E 33•45 414° 0 ,T Mot '1.6 ;tit, 1.56 > h s ✓,. o.I-. 1 Johnson Consulting Engineers, Inc. 1380. 112th Ave. Suite 101 $ellevue, WA 98004.3710 Phone (426) 454.7137 / Pax (425) 637.2949 offieeejohnsonengineera.com P S.8I Rya = .S.48. (0.Ss ceeff` 6f' 44t.. _ f eRbls,b= 150 ri.f (4/isre %.x 0A 5) t o, It ceetf. of frk, PS1•61. 40 resist g1k + ot4 I.5 _ 1,q le o, Mp gessi vt 1 of 6146 ph., = O.55 Ofic A9[,- Cth�t1 a Oil o A5 s ()too, area of wadi sect 064 (' t �n t.c Vert coal di S +aHce be.lweev► Supeor'1'6(ih)'= to *(IZ " / %) i 1toin t.'t Ic /ft. _ 4";411" = 48 ill's VI : ov t rat l 414■cichts4 o4 w+tw t24,v (in ) k; e ffe c ve 1 t h 9 +ti f kct o be 040 Cc 3000 Ps` 0 pnw O.ss (o.'to)(3000)(AB o ?n w 13.1 k /ft 71,9k/4 • 141. X 1 „ ! a 13.1 w 3t(4) / .'. 5 ab rein , n.t re � ;red �,t.- Roo GI. 3"o. 6%4 $12 slab d o w s. I I 4o 4.11 �1" 'j . 0..I I tiro v M d 1 L Johnson Consulting Esneers, Inc. 1380 112th Ave. 1. Suite 101 Bellevue, WA 98004 -3710 Phone (425) 454-7137 / Fax (425) 637.2949 office@johneonengineer .com Jobs hRL o1 i Lr_park.i v+ d5 Lot oatesos -is -o! srs N,A1.01,n Swb)eets JO 1 1 a ss u ft -- r M'R'Mo'r 'we la tits 1/3 ( 2.A 4,t141‘) 1,'SI 44. I2" +ktr.k. 2.311 C� s� rues l tam t s out ,i ddIe l I7/9 ?St 3000 psi- oJIowa.bk fob 04 t ii +h■ck, x 9�.o' wtids. Gev► Govlcjut)fq cr Johnson Consulting Engineers, Inc. 1380. 112th Ave. - Suite 101 Bellevue, WA 98004-3710 Phone (425) 454.7137 / Pax (425) 637.2949 orcce@johnsonengineere.eom - ..r. -....f le b:. Ra (, V 131 i t-- -ePoi -r a., j vt e4} L o+ Dates 05- 11 -0 , By/ 14.11tV1tGh Swblects 4aO MW&tty, pt ♦tt1 +I d L = lo' w-� e End W0.1 1 J t 5S 1 (2) t- IIo isf 5S pcf (1.5) = 413 rsi 55 re,4 (20.2.). 1111 psi w.: It'3 = 0,3'1 w% Q tM e �,9q n a (mot ---+ w% s 1.91 n • 0,Ie0 L, s Il o 4i3 (1 5) s 041 Z tws (L> 2 1 I1 1 \ 11 65) a 8X18 4 l 2, R,I g C� RZL_ Ge a*" R1z• Q•Q 22 1ei(ol* X18 ( 0,4 3551* Rtt RI% 0seo.w► ` 5512 beam — I t to.r• Cal s 8 n 5511c(lo) (08.a f+k 1 Johnson Consulting Enineers, Inc. 1380. 112th Ave. Suite 101 Bellevue, WA 98004.3710 Phone (426) 454-7137 / Fax (425) 637 -2949 oflcetbjohnsonengineers.com lob :, Re u 61:' c....Park.i q Lo} Dste:OS -17 -o, .er: 14,Altd -.44 subiect:stOrr+^ wn.tt,v Dttt�nl`io 1 %awI+ �..= 10 "0 c� = 1 S4 $d /f- moon QsT rev1 It M AST rrgJ 4.0 J 11 (4g.4') 2 �.3;�ath 4.o (1.so ) £ 3,16iH Z 4 6.1" Air ..1111111.... t21lto* Fr". b (0.. d = 10- 2 - 0/e )/z c 7, Soli 3.q ' ;irt) Try.._ `.5 StiGrua Vt. = 2,r = 101.5 psi, 0V` = 95 i)6 V k, 1.5 NIA L a ST z 0 bd !•'i5 02)(1,50 Pb� 4 e 172. 4 *34 ,,/nK. .04.11•.. Sfi rru p 5 0..rc. rt. i reci • Johnson Consulting Engineers, Inc. 1380 112th Ave. "~'. Suite 101 Bellevue, WA 98004.3710 Phone (425) 454.7137 / Pax (425) 637.2949 affsce@jahnoonengineers.cam Jobs u re rk.Iv.q L0f Dates 05 -11-6i By: H.Pl44ea1 subjects, a 1;1 t44,14-1". Dti-444f;6" vat! t Flo Si-if-rues Czte " , rru OS 3000 Johnson Consulting Enineers, Inc. 1380 - 112th Ave. Suite 101 Bellevue, WA 98004 -3710 Phone (425) 4544137 / Fax (425) 637 -2949 office@johnsonengineers.com 1•bs I s'—...Pay Nq L0+ Date: b 11-01 8y: 14 • 1ititelel SubleetsSfD1* Watev bttetat oo Vav I t Cave, 8 &t41 a td j &.I I G Clekte- r e(150 ref(114/10 1"tj/a) t 12o psf(1)(' °'y) 15u paf ( "1015) )00/2.) = 0942-1' ti. ,. (7 (�_� 'E_ 1_i x$,42 4' �Zbr� , 15 k`6,6) M _ 'C•7.1 v= 424. Asp Mu. � d .._... 4,64 astf t it 1.1 t= 167.2.4"6) 4,o (32,6") As/ re 1 1 : ', .a i hi 3- 48 S'3.ay Flo ammoy '). 47-F, z 2 3000 vc 0 v, Vw 13 psi, bbd 2, 2.o P= 1.6.42 Yz 15 00 '11" • • • 1 • • (AST ,MR) S 111371"L) Jo 101.5 es , S 5 11 1132,5") VIA — V 4 4 fit - "- -"--.+ t51 el -► 01,5 • • $ 5-1 Fs` K11.0,40 4 I ✓'ru •S Qve ^re 2.11 JOLL. Uir Johnson Consulting Engineers, Inc. 1380 - 112th Ave,' Suite 101 Bellevue, WA 98004 -3710 Phone (425) 454.7137 / Pax (425) 837.2949 ofYic@johnoonengineers.com p Dates OS -11R61 By: I..o+ H Atel+w, Stoblects Star sn^ w/44-tt1e Ds. t`cort i off F11- ��i rru p Sp0..ti v►q_ __ • r :- sse Q/1 s L'/t ` Is i w1 Rl.o too ow' i* 4x dew •, _. , �c s iffy a I b- ��o I 0 3oo psi Johnson Consulting Engineers, Inc. 1380 -112th Ave. Suite 101 Bellevue, WA 98004.3710 Phone (425) 454.7137 / Pax (425) 837.2949 ofiice@johnsonengineers.com Jab:RePobl•c.?o.wk -;‘.. Lot Dates 05`11 -01 ,ey,, ftAMtt.'► So bidet :- S+oew+vr&1Ef or1 Co 11C (Mawr a v► d Walt c. Acmes 121'5 e.r tSo ref (12.S/ XIo"s /s) t lto pti(7 "1,1° "41)4 150 faf Claiiy b "e4 t rJ�t 8 1 M = f PL 8 'y' M • '3 gi 4+1r. ti A,/re` � 'd; 4. o d M u. G •■■-10 Lr5' • sal " (.5) 1(01‘ E 3o.o14 lbw VIA ` VC, Fails 40 (4041V) V6c Fi3 • 3i" d = 63 - Z - t' /$)j1, g 60k • 013 �1 2 -" (Ars o.88 ; 1b) 9• Ps ■ V K z I.5 (20,0) 0 b d 0.8s (10 (065) c ;5L8 Psi ig Johnson Consulting El Peers, Inc. 1380. 112th Ave. N.E. Suite 101 Bellevue, WA 98004.3710 Phone (425) 454.7137 / Pax (425) 637.2949 - officeejohneonengineere.com � V• S t H AblEs4.0u101 c�)ark,i r►c pates 05 °11 -01 sys fkbiects (i/2 30 i4v► Lot V' u A. 1+ c.. . 08/10/01 FRI 17:20 FAX 425 881 6050 Geo Engineers GEO ENGINEERS Sterling Realty Organization c/o Perteet Engineering, Inc. 10209 Bridgeport Way Southwest. Suite C -1 Lakewood, Washington 98499 Attention: George Reynolds/Jacob Kunthara August 10. 200 1 FILE copv 1 understand that the Plan Check 8nprow Rn arc, subject to errors and orni;, icrr,", ;t; yv ya! plans dof -,,s n!;t .s =`::)'; '•, ;j,I" :5 "+ ,;, ';s' P ii eotechttical Design Recommendations P ivate Storm Water Vaults (Parking Area) Park of Washington kwila. Washington F le No. 7704.001.01 INTRODUCTION This supplemental letter presents our geotechnical design recommendations for the proposed private storm water vaults, which will be constructed as part of the Quik Park of Washington project, in Tukwila, Washington, The site is located along South 168'h Street on the north side of the intersection with Old Military Road. These services have been completed in general accordance with our Services Agreement dated September 12, 2000. Formal written authorization for our services was received from Gary Beck of Republic Parking, also dated September 12, 2000. We previously provided geotechnical engineering services for the project, the results of which are presented In our report dated December 20, 1999. In addition, we provided letters dated April 30 and June 15, 2001 documenting our previous design calculations for the Keystone retaining walls on the project and a letter on August 7, 2001 for recommendations for the storm water vault on South 158,h Street. We also praviuualy provided allowable soil bearing pressure recommendations for the two north storm water vaults (in the parking area) in our memorandum dated July 9, 2001. The recommendations presented in this letter are supplemental to our report dated December 20, 1999 and our previous letters and memorandum, These recommendations should be used in conjunction with our previous recommendations. These recommendations are based on preliminary drawings provided to us from Perteet Engineering, dated April 4, 2001 and discussions with Perteet Engineering and Johnson Consulting Engineers. The proposed vaults are located at the north end of the project under the planned parking lot, We understand that the vaults will be about 460 feet long, 20 feet wide and 14 feet high, Both GeoEngineer,. rne. 8410134th .venue N•E, Redmond WA 9603: Telephone (4:3 t 861.6000 Fw 025) 86,Q50 mo4..gtoenginet mom 10002 ig 08/10/01 FRI 17:20 FAX 425 861 6050 GEO ENGINEERS Sterlmg Kcilty urgcmr .wt e/o I'crtect i;nb,iict ring. Ilia:. August 10, 2001 Page 2 vaults will be located under the paved parking surface. The top of the vaults will he % %iithin about 5 feet of the parking surface. The pavement surface over the northern vault varies between Elevation 314 to 318 fret. The pavement surface over the southern vault varies between Elevation 320 to 323 feet, We also understand that interior elevation of the vault bottoms will he at 302.74 feet for the northern vault and 306.56 feet for the southern vault. The footings for the vaults will extend about 12 to 14 inches lower than the slab elevations described above, SOIL CONDITIONS The vaults are located in an area where the subsurface conditions generally consist of weathered medium dense to medium stiff native soils with denser /stiffer, less weathered glacial soils at depth. Dense glacial till was encountered at about Elevation 301 feet, 299 feet, and 314 feet, respectively, in the northeast (TP- 1), north - central (TP•2), and northwest (TP -3) corners of the parking lot. Ground water seepage was observed at depths between 2 to 8 feet in test pits TP -1 and TP -2. Based on recent observations, minor to moderate ground water seepage exists at several locations across the vault subgrade, The ground water appears to be emanating from sandy tones within the predominately silt subgrade. Higher flow, up to about 1 gallon per minute, was observed in two areas, RECOMMENDATIONS ALLOWABLE SOiL BEARING PRESSURE In our opinion, the storm water vaults may be designed using an allowable soil bearing pressure of 4,000 psf provided that the vaults are founded on dense to very dense glacial soils or on properly compacted structural fill consisting of imported gravel borrow (WSDOT 9.03.14(1)), If' stiffer or denser weathered native soils exist, it msy not be necessary to remove theta. This evaluation should be made during or after the excavation is completed. Some overexcavation may be required below the vaults, especially In the east and central areas of the northern vault. On•sits soils should not be used as structural fill below the vaults, Based on the planned bottom elevations for the vaults, we estimate that the dense to very dense glacial soils may be encountered above or within about 3 feet of the bottom of the vaults. We recommend that a representative from our firm evaluate the subgrade conditions for each vault to determine whether adequate bearing soils are exposed or whether zones of unsuitable soils exist which should be removed and replaced for adequate support, In addition, fill placement and compaction under the vaults should be observed and tested where necessary, The contractor should be prepared to control ground water in the excavations, LATERAL EARTH PRESSURES We understand that the vaults are designed for fully dewatered conditions and that footing drain pipes are designed around each vault, GcoEn;inaors File No, 7704401 41.I 130 Ica 003 . • 08/,10/01 FRI 17:21 FAX 425 881 6050 GEO ENGINEERS Sterling Realty Urgaut m c/o Perfect t•ngineering, tnc. /—,, August 10, 2001 Pace 3 For drained conditions, we recommend that the ground water be c:oliected in an underclr :tin and footing drain system. in addition, all ground wntcr seepage encountered during construction along the excavation side slopes should be intercepted such that it does not impact the performance of the walls. Provided that adequate drainage is provided and the ground water is collected and conveyed to the footing drain pipes, the vault walls may be designed using a lateral earth pressure based on an equivalent fluid density of 60 pcf (triangular distribution). Titis lateral earth pressure recommendation assurncs that the vault walls will be structurally restrained (Le.. the lid will be constructed prior to backfilling). Walls are assumed to be restrained if movement at the top of the wall during backfilling is restrained to less than H /1000, where H is the height of the wall. If the above recommendations are followed, then it is our opinion that it is not necessary to incorporate wall drainage material. GROUNDWATER CONTROL We understand that the vaults are not designed for hydrostatic pressures or uplift pressures. In order to control ground water seepage and prevent hydrostatic uplift of the vaults we recommend that the vaults have footing drains constructed around them (as presently planned), surrounded in drain rock, and wrapped in a needle punched nonwoven geotextile. We also recommend that a minimum 6-inch thick gravel pad be constructed under the vaults and that it consist of clean crushed gravel (I to 1.5 inch minus) with negligible sand or silt. A geotextile separator (Mirafi 160N or equal) should be placed on undisturbed subgrade soils and the 6.inclt crushed gravel layer placed over it. The gravel should remain free from contamination by soil. The thickness of the gravel layer may need to be increased if equipment loading causes disturbance to the subgrade soils. Plastic sheeting or a geotextile should be placed over the gravel pad to prevent concrete from permeating into the gravel pad when the slab is placed. Since ground water flow has been observed at the base of the excavation, we recommend that ground water collection trenches (French drains) be excavated at 50-foot centers along the vault subgrade. The French drains should extend at least 1 foot deeper than the bottom of the vault footing and they should be backftiled with the clean crushed gravel, wrapped by a geotextile (Mirafi 140N). The trenches should extend beyond the footings such that they will tie directly into the footing drain system. All ground water seepage observed on the excavation side slopes should be collected and conveyed to the footing drain system using a sand/gravel drainage blanket. The drainage blanket should be covered with a geotextile (Miraft 140N) prior to backfilling.' Our field representative should delineate areas requiring a sand drainage blanket. VAULT BACKFILL We recommend that the vault excavations be backfilled using on-site soils, placed and compacted as structural fill. However, the silt soils removed from the vault excavations should not be used as structural fill against the vault walls. The on -site soils should be free of organics, GcoEnsineers File No, 7704 - 001.01.11.30 81004 08/10/01 FRI 17:21 FAX 425 861 6050 GEO ENGINEERS Sterling Realty Organ; 'an cit..) Perteet Engineering. Inc. August 10, 200 Page 4 debris, and other deleterious materials. Fill placed more than 2 feet belove the pavement suhgradu should be compacted to at least 90 percent of the maximum dry density MDD (ASTM D ISS1). Structural fill placed within 2 feet of pavement suberade should he compacted to at last 95 percent of the maximum dry density. The on -site soils may require moisture conditioning, (aerating or wetting) to achieve proper compaction. In addition. the on -she soils are extremely moisture sensitive and may become unsuitable for use in wet weather conditions or when exposed to water. If on -site soils can not be properly moisture conditioned and /or compacted to these minimum requirements, then we recommend that imported gravel borrow be used for structural fill. The imported gravel borrow should meet the requirements specified in the 2000 WSDOT Specifications Section 9- 03.14(1). OTHER CONSIDERATIONS The above values do not include the effects of surcharges from equipment or traffic loads. We recommend that traffic surcharge loads be calculated based on an assumed additional 250 Inc arca load over the vault and adjacent to the walls, which applies a rectangular distributed load to the walls of 80 psf (equivalent fluid density). Truck loading or other loads should also he considered in the design of the vaults. 4 We trust this provides the information you require at this time. We appreciate the opportunity to be of continued service to you on this project. Please contact us if you have any questions concerning our findings or recommendations, or require additional information. Yours very truly, GeoEngineers, Inc, EXPIRES 4 / tt / c RCM :KOS:oh P:W 1l tins2s1770400101NvrthVaultAssip1 .ar.doc G o o E n g i n e e r s e: Robert C. Metcalfe, P.E. Senior Engineer 1Wei 4111704o4.40.0 Kenneth G. Buss, P.E. Principal File No. 7704.001 01.1130 10 005 OCT -22 -01 10:26AM FROM -GLY CONSTRUZION - OVELAKE HOSPITAL Construction RECEIVED OCT 2 2 2001 COMMUNITY DEVELOPMENT FAX TRANSMISSION 4254521064 —. T -540 P.01 /03 F -207 Quick Park Parking Lot / South 158m Street 3810 South 158" Straw Tukwila, WA 98188 Phone: 206.241 -3201 Fax: 205241.9181 To: Jim Dunaway CI of Tukwila Date: October 22, 2001 CC: M Fax# (206) 431 -3665 Job: Quick Park Parking Lot #1331 / 1335 From: Alex Hofto Project Engineer Pages -- • including cover sheet Re: Grout Submittal Mr. Dunaway Attached is the Grout Submittal we discussed on 10/22/01. If you could please review attached document. Concrete Tech, the Hollow Core Manufacturer (263404- 2281), suggested this grout mix. If you have any questions, please contact Concrete Tech or myself. Thank you Alex Hofto Project Engineer Quick Park Parking Lot g[Q h0. .rn (Job shack) 206 -241 -3201 (Cell) 206- 280 -8662 Ntwr■0.41PINAMI00000,0**a..0011040M■0 Af •••, iii; ....,.0 a—_,.4..,.w........_ understand h ' , , q ,'' ,4: i (.. t subject to erro► :a .. _„ „i:.;, ), .. plaits dot ti not t;,;1' : .:: '' adopted 00...:; r :. -,, I. . . tractor's cw;' i; t - ►r K ►y •Jt Data P'!rnit No. .... -- - ...-.. -- ------ Yee• •• • ••••.•r•- ,•••••••'• .••41.•..•.∎••••• ••••••• • • , • • •••••Mw•..+•••••s•.•••••'• ••w • 1§ 0CT -22 -01 10:26A1A FROI'GLY CONSTR1' "-ON - OVELAKE HOSPITAL 4254521064 T -546 P.02/03 F -207 !]ttiw39 -01 01:02P b 42. 441145 r.uc Leo 131[VW eta. OJ •44o.•ll/,ti� .wr.a../ �w�. r r...�... -- •.� • swop AMe *i VEI. COMPAM1► 1,0. sax 1s0 AubuRN. 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V V.1014frTas 1161 DIN AN 1354611 CosN. at Var. 1111104)4151* IN Ow 1111041.4140 Cov. of Var. 02 6416 60 2690 6370 5370 0 6370 SO 3010 0410 0110 300 6290 0716 67 3030 q00 6190 170 6279 846Y 74 4010 8840 6700 10 6800 0446 64 3730 4900 4860 00 4930 0002 63 6350 7210 7040 170 7125 0765► N 4674 6300 0250 040 6375 4143 81 2000 4640 4610 130 4675 0126 66 3180 6130 1070 100 6050 6757 a 2510 5000 4070 30 4985 6303 6000 011 3141 6604 1610 1 6549 P81 11 130x81 779 P81 12.3% 113 PIN 2.0 % 771P81 13.1 1` MODIFICATION FACTOR • .000 s■ II PSI WON; 1.33 616 400014 foraFC *2.335 -500h, 3800 PSI • • Arp Mori amp Min INuMP Avg Mop Mart limp Mln Atr Con1w3 Ava Air Coln Mix Air Car* $n GOM Temp. Av. Coo. Temp. MN Oars. Trrtlp. INVAWO, 416 TUTI 4876 Pal WM FIN 7126 PSi 1.00 IN 0SA IN 8.80 IN 0.0 % 0ONN! % 0,0 % 31 F M F 11 F GLY Construction Quick Park Parking Lot oirri tie°, 11(.11, I if \/ Contractor's Copy ../.°W.M • lhoi:EbeeM4;VILY/1:1) All NQEU) 6 tsiy Verr■indi 1101- Arpnovt:t), 0041141'01 A niltiVOMIT ,141.6!1.0/0 tt , t, fai,p(.114 • .1 s-,,1000,AIN,A1V.; 4"AlAti. Ctiogi vof0,1:•:,, • .6 .‘:o.h ;•t'.4 f rt•itt• Ci f0;t.44110104, Submitted by: Douglas D Tiede r5c r14 iq 4.44 hAR 2 f32 BUILDING DEPARTMENT dT. AND RUUS*T tlCONVICTED �dual Oa faiew h set Wpm aro Y from MANN Mte the Things d �Il Bade oMMre.1WS dock M only for review of Ihe went conform* *Ml the *slim moat of ma Info end good oonetIMnee wNh 1* NMbnnellon elven In the weed dommventi the antreolor N resew* Me for Cor*mMq and .oniMtlng etl quota. and dme eloma aloft Woe* wooers.* end teohnigtse of oon*uc$om 000tchneeng hN or her wont Met OM of di other lades end performing MI wont Nt • alb and wKMtedoVy CALVIN JO ' ; / • • INO. / A A E. 1 Project: Ouick Park Parking Lot Contractor;. GLY Construction Sir/Mndann; In accordance with your request, we arc submitting the following proposed mix design(s) for the above project Mix 115053 — 4000 PSI Concrete for % Agg> Air Entrained(4 "Slump) Mix 115152 — 4000 PSI Concrete for' Agg, Non Air Entraincd(4" Slump) STONEWAY CONCRETE 1 Tuesday, February 26, 2002 A structural concrete statistical analysis report, based on mix design performance in the field, is included for your review, along with mix design proportions, This report is in accordance with ACI 318.99 specifications, Stonoway Concrete warrants (as its exclusive warranty) the compressive strength of test specimens tested for acceptance in accordance with ASTM will meet the design strength for each mix design, The historical mix design strength test data represents the results of compressive tests of concrete specimens, not the strength of' concrete in place, Because Stonewny Concrete does not control the moans and methods of placement, it does not accept responsibility for the workability, strength of in place concrete or for concrete test specimens not tested in accordance with ASTM. If requested, Stonoway Concrete is prepared to recommend modifications to this proposed mix design to take into consideration the contractor's means and methods, subject to appropriate price adjustments, Stonoway Concrete requests copies of concrete compressive strength tort results within three (3) working days of performance of said tests and written notice of deficient concrete compressive strength test results within 24 hours ht accordance with our standard terms and conditions and in accordance with ASTM C 94.94a, Section 14,4, Stonoway Concrete does not profess to be a licensed architect, civil engineer or structural engineer. Accordingly, any advice or specifications supplied by Stonoway Concrete shall be used at the solo risk of those requesting or receiving the sane. Stonoway Concrete assumes no responsibility for the design or construction of any structure in which its products are used, Any review of plans, specifications building applications or production applications by Stonoway Concrete is not to be construed as approval thereof by Stonoway Concrete, Please contact me if additional information is required, Sincerely, STONEWAY CONCRETE Douglas D Tiede Technical Sales Representative E A T T L E N T O N T U K w L A • ACCOUNTING 9125 19TH AVENUE SOUTH • SEATTLE, WA 98108 • (206) 762-2566 • FAX (206) 7634178 SALES 1915 MAPLE VALLEY G 14. MIX ID : 5053 C STONEWAY CONCRETE CONCRETE MIX DESIGN 4000 PSI CONTRACTOR : PROJECT : SOURCE OF CONCRETE : CONSTRUCTION TYPE : • GIN Construction Quick Park Parking Lot Plant #10 Renton & #12 Tukwila 3/4 Agg. Air Entrained 02/26/02 WEIGHTS PER CUBIC YARD (SATURATED, SURFACE -DRY) YIELD, CU FT Ash Grove Type I -II ASTM C 150, LB 470 2.39 ISG Resources Fly Ash ASTM C 618 Class F, LB 85 0.61 Concrete Sand ASTM C 33, LB 1275 7.86 3/410 ASTM C 33 #57, LB 1976 11.60 WATER, LB (GALS -US) 211 ( 25.3) 3.38 TOTAL AIR, % 5.0 +/- 1.5 1.36 W.R. Grace WRDA -64 ASTM C 494 Type A, OZ -US W.R. Grace Daravair ASTM C 260, OZ -US WATER /CEMENT RATIO, LBS /LB SLUMP, IN CONCRETE UNIT WEIGHT, PCF - .E -Ml: TOTAL 27.20 27.75 4.2 0.38 4.00 147.7 The maximum slump for this mix design is 5"" at the truck chute. PREPARED BY Douglas D Tiede T T • P. R EN 1 T ON T U K W I L A ACCOUNTII . 9125 1OTH AVENUE SOUTH • SEATTLE, WA 98108 • (2061762.2566 •. FAX (2061 763-4178 `SALES 1915 MAPLE VALLEY HIGHWAY • RENTON WA 98055 • (425) 226.1000 • FAX (425) 2284924 S T O N E W A Y C O N C R E T E CONCRETE MIX DESIGN MIX ID : 5053 ( ] 4000 PSI CONTRACTOR : GLY Construction PROJECT : Quick Park Parking Lot SOURCE OF CONCRETE : Plant #11 Seattle CONSTRUCTION TYPE : 3/4 Agg. Air Entrained 02/26/02 WEIGHTS PER CUBIC YARD (SATURATED, SURFACE-DRY), YIELD, CU FT Ash Grove Type /-II ASTM C 150, LB 470 2.39 ISG Resources Fly Ash ASTM C 618 Class F, LB 85 0.61 Concrete Sand ASTM C 33, LB 1290 7.86 3/4" ASTM C 33 #57, LB 1933 11.60 WATER, LB (GAL -US) 211 ( 25.3) 3.38 TOTAL AIR, % 5.0 +/- 1.5 1.36 W.R. Grace WRDA -64 ASTM C 494 Type A, OZ -US W.R. . Grace Daravair ASTM C 260, OZ -US WATER /CEMENT RATIO, LBS /LB SLUMP, IN CONCRETE UNIT WEIGHT, PCF MMINIMMUM TOTAL 27.20 27.75 4.2 0.38 4.00 146.7 The maximum slump for this mix design is 511 at the truck chute. PREPARED BY : Douglas D. Tiede A T T 1. P. 1 E N T 0 N • T UK W1 1. A ACCOI)NTING 9125 1QTH AVENUE SOUTH • SEATTLE, WA 98108 • 006) 762.2566 • FAX (206) 763.4178 " SALES 1915 MAPLE VALLEY HIGHWAY • RENTON, WA 98055 • (425) 226.1000 -• FAX (425) 228.4924 Stoneway Concrete 1915 Maple Valley Highway Renton, WA 98055 U.S.A. 206- 226 -1000 ACl 214 Summary of 5053 [ 4000 psi] ACS 214 SUMMARY Statistical Strength Summary Average strength based on 30 tests 5320 psi Overall Standard Deviation • 634 psi Control is Fair Overall coefficient of variation : 11.92 % Overall within -test coefficient of variation • 1.62 % Control is Excellent Chance of strength falling below 4000 psi : 1.8 % Chance of strength falling below 3500 psi : - % Chance of "Average of 3" below 4000 psi . - ACI 214 Minimum Recommended Strength : 4978 psi Chance of strength less than specified - 500 <- 1 in 100 Chance of "Average of 3" less than specified <- 1 in 100 Stoneway Concrete 1915 Maple Valley Highway Renton, WA 98055 U.S.A. 206 -226 -1000 Concrete Mix Submittal Mix: 5053 F'c: 4000 psi 02/26/02 MIX DESCRIPTION 5053 4000 psi 6/30/92 Moving Moving Within Avg: 3 StD:30 C of V Con 7 day 28 day 28 day 28 day 28 day Sample Slump Tmp Comp Comp Comp Comp Comp Date in deg F psi psi psi psi s - - -a _s UM-_- at--- a-_ ar--- nu---- --------- ir---- - - - - -- ors - :--- a ----- s---- -s -s -- 2/ 7/96 4.50 65 4430 5680 2/13/96 3.50 66 5270 6220 2/13/96 3.25 73 4790 5705 2/23/96 4.25 64 3730 5240 3/ 4/96 4.25 63 5020 6700 3/ 6/96 4.25 60 4010 5285 3/ 6/96 3.00 64 4220 5555 3/ 7/96 5.00 63 3710 4920 3/15/96 2.50 67 4320 5720 4/ 3/96 3.00 64 4220 5470 - - - - - - 5868 - - 5722 - - 5882 - - 5742 - - 5847 - - 5253 - - 5398 - - 5370 - - 5/ 7/96 4.50 63 3760 5330 5507 - 1.6 5/ 8/96 4.00 71 4230 5535 5445 - 1.6 5/21/96 4.25 68 4590 6465 5777 - 1.6 8/13/96 4.00 76 3740 4800 5600 - - 10/ 5/96 4.50 - 4335 5650 5638 - 1.5 10/24/96 4.00 65 5680 6280 5577 - 1.3 10/25/96 4.75 63 4810 5915 5948 - 1.3 12/ 3/96 6.00 65 3440 4255 5483 - 1.6 1/24/97 2.50 57 3010 4795 4988 - 1.7 3/28/97 3.75 56 4430 5185 4745 - 2.0 4/ 1/97 3.75 56 4000 4955 4/23/97 5.00 - 3480 5350 4/27/98 3.50 75 3110 4210 5/ 4/98 3.50 71 3800 4650 5/ 5/98 4.00 75 3610 4930 6/10/98 3.00 74 3480 4455 7/ 6/98 5.00 83 4150 5310 3/ 9/99 4.00 - 4170 5600 7/29/99 4.40 80 3840 5125 1/10/ 0 3.50 53 2940 4320 4978 - 1.7 5163 - 1.8 4838 - 1.5 4737 - 1.7 4597 - 1.5 4678 - 1.6 4898 - 1.7 5122 - 1.5 5345 - 1.5 5015 634 1.4 P. 3. 4 Sample Date ft Count Average Standard Range Con Slump Tmp in deg F Concrete Mix Submittal Moving Avg: 3 7 day 28 day 28 day Comp Comp Comp psi psi psi Moving StD:30 28 day Comp psi Within C of V 28 day Comp 30 27 30 30 28 3.98 67 4078 Deviation 0.79 7 642 5320 5327 634 411 Coefficient 2.50 53 2940 6.00 83 5680 of Variation 19.74 11.16 15.75 4210 4597 6700 5948 11.92 7.72 P. 2 1 19 634 1.6 0.2 634 1.3 634 2.0 10.69 STONEWAY CONCRETE MIX ID : 5152 ( CONCRETE MIX DESIGN 4000 PSI CONTRACTOR : PROJECT: SOURCE OF CONCRETE : CONSTRUCTION TYPE : GLY Construction Quick Park Parking Lot Plant #10 Renton & #12 Tukwila 3/4 Agg. Non -Air Entrained WEIGHTS PER CUBIC YARD (SATURATED, Ash Grove Type I -II ASTM C 150, L8 /SG Resources Fly Ash ASTM C 618 Class F, LB Concrete Sand ASTM C 33, LB 3/4 ASTM C 33 #57, LB WATER, LB (GAL -US) TOTAL AIR, % W.R. Grace WRDA -64 ASTM C 494 Type A, OZ -US WATER /CEMENT RATIO, LBS /LB SLUMP, IN CONCRETE UNIT WEIGHT, PCF 02/26/02 • SURFACE -DRY) YIELD, CU FT 480 2.44 85 0.61 1333 8.22 2003 11.76 235 ( 28.2) 3.77 1.5 0.41 25.43 0.42 4.00 152.1 :a --- TOTAL 27.20 The maximum slump for this mix design is 5u at the truck chute. PREPARED BY Douglas D Tiede T T L E p. R E N 1 TO N T UK W 1 1 A ACCQUNTING,9125 10TH AVENUE SOUTH • SEATTLE, WA 98108 • (206) 762.2566 • FAX (206) 763.4178 :SALES 1915 MAPLE VALLEY HIGHWAY • RENTON, WA 98055 • (425) 226.1000 • FAX (425) 228.4924 MIX ID : 5152 [ STONEWAY CONCRETE CONCRETE MIX DESIGN 4000 PSI CONTRACTOR : PROJECT : SOURCE OF CONCRETE : CONSTRUCTION TYPE : GLY Construction Quick Park Parking Lot Plant #11 Seattle 3/4 Agg. Non -Air Entrained WEIGHTS PER CUBIC YARD (SATURATED, Ash Grove Type I -II ASTM C 150, LB ISG Resources Fly Ash ASTM C 618 Class F, LB Concrete Sand ASTM C 33, LB 3/4 ASTM C :33 057, LB WATER, LB - (GAL U8 TOTAL AIR, % W.R. Grace WRDA -64 ASTM C 494 Type A, OZ -US WATER /CEMENT RATIO, LBS /LB SLUMP, IN CONCRETE UNIT WEIGHT, PCF 02/26/02 SURFACE -DRY) YIELD, CU FT 480 2.44 85 0.61 1349 8.22 1959 11.76 235 ( 28.2) 3.77 1.5 0.41 25.43 0.42 4.00 151.0 M___liMM TOTAL 27.20 The maximum slump for this mix design is 5 "+ at the trunk chute. PREPARED BY Douglas D Tiede E A T T L E • P•1 N T 0 N • K W 1 L A ACCOUNTING 9125 14TH AVENUE SOUTH +, SEATTLE, WA 98108 • (206) 762.2566 • FAX (206) 763,4178 'SALES 1915 MAPLE VAUEY HIGHWAY • • RENTON, WA 98055 • (425) 226.1000 • FAX (425) 2284924 ig Average Overall Overall Overall Stoneway Concrete 1915 Maple Valley Highway Renton, WA 98055 U.S.A. 206- 226 -1000 ACI 214 Summary of 5152 [ 4000 psi] ACI 214 SUMMARY Statistical Strength Summary strength based on 30 tests 5764 psi Standard Deviation 650 psi Control is Fair coefficient of variation • • 11.28 % within -test coefficient of variation • • 1.18 % Control is Excellent Chance of strength falling below Chance of strength falling below Chanoe of "Average of 3" below ACI 214 Minimum Recommended Strength 4000 psi 3500 psi 4000 psi 5015 psi Chance of strength less than specified - 500 <- 1 in 100 Chance of "Average of 3" less than specified <- 1 in 100 5152 Sample Slump Date in Stoneway Concrete 1915 Maple Valley Highway Renton, WA 98055 U.S.A. 206 - 226 -1000 Concrete Mix Submittal Mix: 5152 Pic: 4000 psi 02/26/02 Con Tmp deg F MIX DESCRIPTION r.�. __r_-M.NI=e -.--_ .= 7 day Comp psi 4000 psi 28 day Comp psi Moving Avg: 3 28 day Comp psi 6/30/92 Moving StD:30 28 day Comp psi Within C of V 28 day Comp •_ u_ aIIII_s: re_ _MIMMOMMIMM:aMIMsORMaasOasMMIEMI MMIMMIMaeMMMMOieMsMMXIMaWSIMMI IN 9/22/98 9/28/98 9/28/98 10/ 5/98 10/12/98 10/12/98 10/14/98 10/19/98 10/19/98 10/22/98 4.00 5.75 6.00 6.25 5.75 5.50 5.75 6.75 7.00 6.25 75 71 73 70 70 70 69 65 72 67 4070 3640 3870 3780 3670 3550 4170 3760 3980 4060 6560 5135 5655 4920 5345 5115 5665 5000 5500 5355 5783 5237 5307 5127 5375 5260 5388 5285 1.2 10/22/98 10/27/98 10/28/98 10/30/98 11/ 3/98 11/13/98 11/18/98 11/19/98 12/ 2/98 12/ 7/98 4.75 5.00 6.25 6.25 5.75 6.75 6.50 5.50 6.00 5.75 70 69 81 78 78 78 80 75 74 67 4190 3730 4450 4270 4240 3780 3530 4170 4380 4600 5530 5200 6015 5435 5485 5115 4815 5275 6380 5945 5462 5362 5582 5550 5645 5345 5138 5068 5490 5867 12/10/98 12/15/98 12/18/98 12/28/98 1/ 8/99 1/15/99 1/20/99 1/20/99 1/20/99 3/ 3/99 5.25 5.50 6.25 3.00 4.25 4.00 4.00 2.50 3.50 - 72 69 67 69 69 63 62 60 60 68 4050 4700 4100 3660 4380 4840 4090 5230 5470 4390 5630 6420 5980 6150 6030 6775 5555 7135 7255 6540 5985 5998 6010 6183 6053 6318 6120 6488 6648 6977 r IMP 650 1.0 1.0 0.9 1.0 1.0 0.9 1.1 1.2 1.3 1.3 P. 1 Concrete Mix Submittal Moving Moving Within Avg: 3 StD:30 C of V. Con 7 day 28 day 28 day 28 day 28 day Sample Slump Tmp Comp Comp Comp Comp Comp Date in deg F psi psi psi psi MMOOMMUNIOMMISIM Count 29 30 30 30 28 1 21 Average 5.37 70 4160 5764 5716 650 1.1 Standard Deviation 1.16 5 469 650 499 - 0.1 Range 2.50 60 3530 4815 5068 650 0.9 7.00 81 5470 7255 6977 650 1.3 Coefficient of Variation 21.68 7.77 11.28 11.28 8.73 - 10.71 P. 2 ASH GROVE CEMENT COMPANY Mr. James Harrald Stoneway Concrete 1915 Maple Valley Highway Renton, WA 98055 Dear James: RE: Cement Certification "WESTERN REGION" 11811 N.E. First Street, Sulte A310 Bellevue, WA 98005 Soles Office: (425) 688.0110 Toll Free: 1-800-665-4382 Fax: (425) 688-0122 June 11, 2001 This letter is issued to certify that the cement we supply for your use is in conformance with the requirements of ASTM C -150 for Type 1 and 11 cement. We farther certify that our cement meets the requirements of the Washington State Department of Transportation. Attached you will find our certified Mill Analysis dated June 11, 2001, No. 01 -16, which is typical of the cement we manufacture at our plant in Seattle, Washington. We Rather certify that this cement meets all the requirements of the "Buy American Act" If you should have any questions regarding the use of our products, please feel free to contact the undersigned. Very truly yours, AtA4, David L. Martin ffr Technical Services Manager DLM:cf Attachment ASH GROVE CEMENT SEATTLE PLANT 3801 EAST MARGINAL WAY SOUTII SEATTLE, WASHINGTON 9A134 CERTIFIED MILL ANALYSIS NO: 01.43 ASTM C 150 99a Oki/Silo N 14,16,17,18, 21 Type: WI Low Alkali Chemical Composition (ASTM c114.99 Rppld Mme) 510= 20.42 M20, 4.80 Fe20, 3.47 CaO 63.39 Mg0 2.71 50, 2.80 Loess on Ignition 1.16 Insoluble Residue 0.20 Total Alkalis (u Na,O) 0.50 Potential Compound Composition C,S 57.7 CA 15.1 C,A 6.9 C4AP 10.6 Physical Tests Blaine Fineness, m2/kg (ASTM 0104 - 96.) 386 N325 Mob % passing (ASTM C430 - 96) 94.9 Normal Consistency, % (ASTM 0187.91) 24.5 Vial Setting Times, min, (ASTM CI91.99) 85 Initial Final 180 False Set, % (ASTM cot .99) 77 Autoclave Expansion, % (ASTM CISI.91.) 0.18 Air Entrainment %, (ASTM CI$$ • 99) 7.0 Compressive Strengths (ASTM clot • 99) MPs psi 1 Day 12.7 1836 3 Days 23.0 3332 7 Days 30.8 4470 Tho cancel represented hero is certified to comply with the above noted specification(s). Bate January 17, 2002 ChlofChemist ISG RESOURCES, INC, September 11, 2000 STONEWAY CONCRETE 1915 Maple Valley Highway Renton, WA 98044 Dear Sir: ISG Resources, Inc., certifies that all Centralia fly ash meets the standard conditions of ASTM C-618 for Class F pozzolan. Very truly yours, ISG RESOURCES, INC. Thomas A. Fox Western Area Production Manager TAF :dlw Sworn to before me the 11th of September 2000. is • • • • o`" ,,Ile. 0 fel ti �y fr • Debora L. Wright Notary Public in and for the State of Washington, County of King, residing at Renton, Washington My commission expires 08- 26.04. An IN HOUR Company Wotan) Radon 95Q Andover park Esst. Sulu 24, TukwUs, WA 98188 Phone (20) 3944344 4 Fax (206) 394.1 366 hap://www.ligrasouros.com COMMIECIAL TESTING LA:.30FIATORIEB A DIVISION OF CTL/TWOMPSON, INC. CHEMICAL AND PHYSICAL ANALYSIS OF FLY ASH TICKET NUMBER: 1098 JOB NUMBER: CT- 7876 REPORT DATE: 6/7/01 REPORT TO: PLANT OF ORIGIN: SAMPLE ID: DOCKET: SAMPLE DATE: DATE RECEIVED: CHEMICAL COMPOSITION ( %): I.S.O. Resources 960 Andover Park East Tukwila WA Centralia US 010.01 66034.68214 2/18/01 3/23/01 98188 SILICON DIOXIDE: ALUMINUM OXIDE: IRON OXIDE: TOTAL SIUCA, ALUMINUM, IRON: SULFUR TRIOXIDE: CALCIUM OXIDE: MOISTURE CONTENT: LOSS ON IGNITION: PHYSICAL, TEST RESULTS: FINENESS, RETAINED ON $326 SIEVE, ( %I: STRENGTH ACTIVITY INDEX WITH PORTLAND CEMENT I %I RATIO TO CONTROL • 7 DAYS: • RATIO TO CONTROL • 20 DAYS: WATER REQUIREMENT, % OF CONTROL: SOUNDNESS, AUTOCLAVE EXPANSION ( %): DENSITY: 49.0 25,3 5,9 00.2 0.3 9.7 0.1 0.2 26.1 711 02.0 94.2 .0.00 2.27 COMM i IAL ES BY ASTM: C 818.97 SPECIFICATIONS 8 F CLASS C 70.0 Min 6.0 Max 3.0 Max CO Max 34 Max 60,0 MIn 6.0 Max 3,0 Max CO Max 34 Max 76 MIn 76MIn 106 Max 106 Max O.JMax 0.0 Max 00 pE6/ cto.O. tifip44:9 s •IN list_ 14640 W. 4RIES �i OO 4/1 'At, ¶. ORVILLE R. WE 22 LIPAN STREET DENVER, COLORADO 80223 : ,) 303 / 825 -0777 This teat report reletee only to the items tested and shell not be reproduced, except In full, without writtam approval of Cunmercial Testing Laboratories 100 so 80 70 W 60 w W1. 40 30 20 10 0 PARTICLE SIZE DISTRIBUTION TEST REPORT 800 1 1 GRAIN SIZE • mm 0.001 %. 3N %GRAVEL %SAND . i PINE CRS. ! i FINE • 1 95.0.100.0 - ti, • 86,2 80,0.100.0 ! 68,0 50,0.85.0 030 ! i 25.0.60.0 i 050 16.0 I .• ._• ••••• •.• S ,o bean AS f M C 17 • Sae 3,7 0.0.10.0 N200 1,5 0.0.3.0 ! i `\• \ : ! i ! ! HL ! i 1 ! • 1 t s s t i i ! : t i ! 1 • 1 1 i ... 1 �� 1 i i 3 J ; i ` � . i `4 800 1 1 GRAIN SIZE • mm 0.001 %. 3N %GRAVEL %SAND •,t.FINES - CR®. PINE CRS. MEDIUM FINE - SILT CLAY 95.0.100.0 N8 86,2 80,0.100.0 N16 SIEVE SIZE PERCENT FINER SPEC.' , PERCENT PA88? (ONO) .375 in. 100.0 100.0. 100,0 N4 97.5 95.0.100.0 N8 86,2 80,0.100.0 N16 68,0 50,0.85.0 030 43.7 25.0.60.0 050 16.0 5.0.30,0 #100 3,7 0.0.10.0 N200 1,5 0.0.3.0 ASTM C 33 • Saud Sample No.: Building Sand Renton • Tukwila Plants Location: moll Q9ocrlotlon Building Sand Saga lo Aggregate Laboratory Sample No, 1253 A �bera Limits PLa LL . PI■ ltjc nts, Dggu 2.24 O60ee• 0. 3 0S0■ 0.702 D304 0.435 D1518.0.290 D10` 0.238 Cum 3.88 Cu p 0.86 USCS■ TO■ Remarks Date: 01- 10-00 Elev.lDepth: ' CAIM040111 TEE flNc3 L.Aa ORATORY, INC. Y'ii nws ParglarICI4 / R R..111 NW, KA war.4.6I413, womiromirCP■ .P1324 pawl PowgPca Client: Stoaeway Concrete • �: Project: 2000 City of Seattle Plant Certification Inipectioa :,;;.:1.1.44;411". Project No #;0001-42..` Technician: Tam Duncan - Ins ' actor • �" 14 1 PARTICLE SIZE DISTRIBUTION TEST REPORT gg a I = = \ \ + + . .. ."'—' �"soea c clanAS7vC33•1 ?!� _ _ t i i - - i i • • 80 7 w 6 150 w 40 C. 30 20 10 10 GRAIN S ZE - mm .1 0. 0.001 + 3" %GRAVEL %SAND %PINES CRS. PINE CRS. MEDIUM FINE SILT CLAY •.• 7 , 1 1 SIEVE PERCENT SPEC.' PASS'? SIZE FINER PERCENT (X •NO) 1.5 in. 100.0 100. 100 1 in. 100.0 95.100 .75 in. 92.5 .5 is 42.3 25 - 80 .375 N 15.9 0.10 08 0.4 0.5 ASTM C 33.1' Aggregate $ampie No.: 7/8" minus Renton & Tukwila Plenty Location: Soll Deecriotlort 7/8" minus Sagnlo Aggtogates Laboratory Sample No, 1256 PL' D85' 17.6 Dap' 11.4 Cu' 1.70 USCSu PIN 080' Imo— DS0' 13.5 Dip 9.39 D10' 8.51 Cc' 1.05 2161111190TOR Remark Date: 1 -05 -00 Elev.JDepth: CAIIICACs 11111111T1N01 LANCIR o►TORY, INC. S•.,+ /.N+en.... 11111111111.4111 1snt4016 ns Client: Stoueway Comma eta Project 2000 City of Seattle Plant Certification Inspection Project No: 0001 2 Technician: Nick Averill inspoctoratik.^ • 4 SIEVE PERCENT SPEC.' PASS'? SIZE FINER PERCENT (X •NO) 1.5 in. 100.0 100. 100 1 in. 100.0 95.100 .75 in. 92.5 .5 is 42.3 25 - 80 .375 N 15.9 0.10 08 0.4 0.5 ASTM C 33.1' Aggregate $ampie No.: 7/8" minus Renton & Tukwila Plenty Location: Soll Deecriotlort 7/8" minus Sagnlo Aggtogates Laboratory Sample No, 1256 PL' D85' 17.6 Dap' 11.4 Cu' 1.70 USCSu PIN 080' Imo— DS0' 13.5 Dip 9.39 D10' 8.51 Cc' 1.05 2161111190TOR Remark Date: 1 -05 -00 Elev.JDepth: CAIIICACs 11111111T1N01 LANCIR o►TORY, INC. S•.,+ /.N+en.... 11111111111.4111 1snt4016 ns Client: Stoueway Comma eta Project 2000 City of Seattle Plant Certification Inspection Project No: 0001 2 Technician: Nick Averill inspoctoratik.^ • 4 ASTM C 33.1' Aggregate $ampie No.: 7/8" minus Renton & Tukwila Plenty Location: Soll Deecriotlort 7/8" minus Sagnlo Aggtogates Laboratory Sample No, 1256 PL' D85' 17.6 Dap' 11.4 Cu' 1.70 USCSu PIN 080' Imo— DS0' 13.5 Dip 9.39 D10' 8.51 Cc' 1.05 2161111190TOR Remark Date: 1 -05 -00 Elev.JDepth: CAIIICACs 11111111T1N01 LANCIR o►TORY, INC. S•.,+ /.N+en.... 11111111111.4111 1snt4016 ns Client: Stoueway Comma eta Project 2000 City of Seattle Plant Certification Inspection Project No: 0001 2 Technician: Nick Averill inspoctoratik.^ • 4 1 W z !i 7 W tr 40 30 20 10 0 PARTICLE "'S'E DISTRIBUTION TES I:t E• 1 REPORT cT - - - - - ` ` . .y - \ - _ I _ ; ; • • . .......�. f ftfRole . .& IM C 33 • I� � �� - , V V•• 1 1 1 1 1 1 100 GRAIN S ZE . mm 01 1 0 C01 it GRAVEL %SAND %PINES .� C_ PINE . CAL L MIIDIUM FINE e1LT MAY 0.0 0.0 0.3 10,0 62.7 26.1 SIEVE PBRCINT epic.' PAIS? etaa PINIR PINCINT (X ENO) .373 in. 100.0 100.0.100.0 14 99.7 93.0 -00.0 18 95.9 80.0. 00.0 116 69.6 30.0.83.0 030 42,0 23.0.60.0 030 14.2 3.0.30.0 0100 2.6 0.0.10.0 0200 0.9 0.0.3.0 i �A� �„ AS'tM C 33 &ad Sample No,: Building Sand • Seattle Plant Facility Location: Soil Descrlotlon Duilding Sand - Dupont Agipegat• Laboratory Sample No. 1258 PL■ Mortara limits Oggs 1.77 030$ 0.456 Cu= 3.61 v60■ 015u 0.308 Cos 0.88 USCSo t.lalssltic�TON Rj lark• PI Dg0■ 0,724 D10■ 0.236 Data: 01- 10.00 Blau,/Depth: CAACACIII TOTWD LAsiecruerervy, INC-S. Twn•IM s PaPPORTICN I U�ww VINO Nit 1111/111 IMAM Client: Stamm), Concrete Project: 2000 City of Seattle Plant Certification inspection Project No: 0001 -42 Technician: Tom Duncan Inspector: SIEVE PBRCINT epic.' PAIS? etaa PINIR PINCINT (X ENO) .373 in. 100.0 100.0.100.0 14 99.7 93.0 -00.0 18 95.9 80.0. 00.0 116 69.6 30.0.83.0 030 42,0 23.0.60.0 030 14.2 3.0.30.0 0100 2.6 0.0.10.0 0200 0.9 0.0.3.0 i �A� �„ AS'tM C 33 &ad Sample No,: Building Sand • Seattle Plant Facility Location: Soil Descrlotlon Duilding Sand - Dupont Agipegat• Laboratory Sample No. 1258 PL■ Mortara limits Oggs 1.77 030$ 0.456 Cu= 3.61 v60■ 015u 0.308 Cos 0.88 USCSo t.lalssltic�TON Rj lark• PI Dg0■ 0,724 D10■ 0.236 Data: 01- 10.00 Blau,/Depth: CAACACIII TOTWD LAsiecruerervy, INC-S. Twn•IM s PaPPORTICN I U�ww VINO Nit 1111/111 IMAM Client: Stamm), Concrete Project: 2000 City of Seattle Plant Certification inspection Project No: 0001 -42 Technician: Tom Duncan Inspector: AS'tM C 33 &ad Sample No,: Building Sand • Seattle Plant Facility Location: Soil Descrlotlon Duilding Sand - Dupont Agipegat• Laboratory Sample No. 1258 PL■ Mortara limits Oggs 1.77 030$ 0.456 Cu= 3.61 v60■ 015u 0.308 Cos 0.88 USCSo t.lalssltic�TON Rj lark• PI Dg0■ 0,724 D10■ 0.236 Data: 01- 10.00 Blau,/Depth: CAACACIII TOTWD LAsiecruerervy, INC-S. Twn•IM s PaPPORTICN I U�ww VINO Nit 1111/111 IMAM Client: Stamm), Concrete Project: 2000 City of Seattle Plant Certification inspection Project No: 0001 -42 Technician: Tom Duncan Inspector: 100 90 10 nt ill 00 Z 5n !L 40 10 PARTICLE' Sli DISTRIBUTION TESJEPORT % +t INNIKII •ORAVIL 1 � L- A;►iu r 3 • r limey". GRAIN SIZE • mnl AMOS • 0')O 1 %SAND %FINL'S CRS. MIOIUM FINE UILT ` .. �cu►Y. WIVE nIZ@ PIRCINT PINIP* SPEW PIACINt PA I! S7 (ONO) 1,1 I!n 100.0 - 95 • •100 .73 M. 9 .9 2$•10 .375 N� 10.0 NB 0.4 o•3 1 • ATM C 33 • I• Al .$we • Sample No.: 1/14 adaw SMI$le Plset PeeInly Location: $oll Descrinlloii 7/1" minus Dupont Amegete L *boutto,y Semple No, 1261 DD3d 11.9 Cum 1,74 U$CS4 ¢ PIQ u60■ Dip 9.73 Co ■ 1.05 Slall110TO■ bald/ D50a 14.2 D10■ LIST Date: 01- 10.00. Elev. /Depth: II . • CIIWM I • SIedlwiy COMM' al'bjt !.l 2000 City aSeattle Pleat Codification Inspection tyuncocatt iiiii4a1 WloNil►tety, :No. ; ! 11 t; Project No: 0001-42 ,�.'.. w ■++.1 •.....,.i•ww..:•�o .Tt eri hiClent' • Nick Awtill , Inspector: ai• ;, l e i •.. • • 111 GRACE April 24, 2001 James Harraid Stoneway Concrete 9125 - 10th Avenue South Seattle, WA 98108 Dear James: • Oroce Construction Products W.R. Grace & Co.-Conn. 293 Wright Brothers Avenue Livermore, CA 9d550 (925) 443.9700 (925) 443.9701 Fox This is to certify that WRDA"' 64, a water reducing admixture, as manufactured and supplied by Grace Construction Products, W. R. Grace & Co.- Conn,, is formulated to comply with Specification for Chemical Admixtures for Concrete, ASTM Designation: C 494, Types A & D (AASHTO M 194, Types A & D). WRDA' 64 does not contain calcium chloride or chloride containing compounds as a titnctional ingredient. Chloride ions may be present in trace amounts contributed from the domestic water supply used during the manufacturing process. The foregoing is in addition to and not in substitution for our standard Conditions of Sale printed on the reverse side hereof, ha.444:41. &•La.,4_‘.4„,) MICHAEL GARDNER Technical Service Manager • t, P t2 O D U C T I N F O P M A T s avli'v"itffwfi WRDM 64 is a polymer based aqueous solution of complex organic compounds. WRDA 64 is a ready -to -use low viscosity liquid which is factory pre - mixed in exact proportions to minimize handling, eliminate mistakes and guesswork. WRDA 64 contains no calcium chloride and weighs approximate- ly 1.21 kg/L (10.1 lb /gal). tilos WRDA 64 produces a concrete with lower water content (typical- ly 8 to 10% reduction), greater plasticity and higher strength. It is used in ready -mix plants, block and concrete product plants, in lightweight and prestressed work .,, wherever concrete is produced. Advantages WRDA 64 offers significant advantages over single component water reducers. Water reduction and setting times are more consis- tent due to the polymer compo- nents. WRDA 64 also performs especially well in concrete con- taining fly ash and other pozzolans. Water - Reducing Admixture ASTM C 494, Type A and Type D The use of WRDA 64 produces a plastic concrete that is more workable, easier to place and more finishable than plain or other admixtured concrete. In the hardened state, WRDA 64 con- crete has higher compressive and flexural strengths at all ages than untreated or conventional admix- tured concrete. The greater degree of plasticity achieved, compared with conven- tional water - reducing admixtures, allows improved finishability. Fin1t habillty Finishers have stated that the cement paste, or mortar, in WRDA 64 admixtured concrete has improved trowelability. The influence of WRDA 64 on the fin - ishability of lean mixes has been particularly noticeable. Floating and troweling, by machine or hand, imparts a smooth, dose tol- erance surface. Construction Products Addition Rote The addition rate range of WRDA 64: is 195 to 390 mL /100 kg (3 to 6 fl oz/100 lb) of cement, Pretesting is required to determine the appropriate addition rate for Type A and Type D performance. Optimum addition depends on the other concrete mixture com- ponents, job conditions, and desired performance characteristics. Dispensing Equipment A complete line of accurate, auto- matic dispensing equipment is available. WRDA 64 may be introduced to the mix on the sand or in the water. Compatibility with Other Admixtures WRDA 64 is compatible in con- crete with ail air - entraining admixtures such as Dame!! AEA and Daravair*. Due to the slight air - entraining properties of WRDA 64, itself, the addition rate of air - entraining admixture may be reduced by about 25%, By combining the separate effects of air - entraining and dispersion, the water requirement of concrete may be reduced up to 1S %. EACH ADMIXTURE SHOULD BE ADDED SEPARATELY. While WRDA 64 contains no calcium chloride, it is compatible with cal- cium chloride in concrete mixes. Again, each should be added sep- arately. Pac;t :gin* WRDA 64 is available in bulk, delivered by metered tank trucks, and in 210 L (55 gal) drums. WRDA 64 contains no flammable ingredients. It will freeze at about -2`C (28'F), but will return to full strength after thawing and thor- ough agitation. Architects' Specification for Concrete Water•Reducing Admixture Concrete small be designed in accordance with ACI Standard Recommended Practice for Selecting Proportions for Concrete, ACI 211. The water- reducing (or water - reducing and retarding) admix- ture shall be WRDA 64, as manufactured by Grace Construction Products, or equal. The admixture shall not contain calcium chloride. It shall be used in strict accordance with the man- ufacturer's recommendations. The admixture shall comply with ASTM Designation C 494, Type A water- reducing (or Type b water - reducing and retarding) admixtures. Certification of com- pliance shall be made available on request. The admixture shall be considered part of the total water. The admixture shall be delivered as a ready -to -use liquid product and shall require no mixing at the botching plant or job site. W.R. Grace & Co.•Conn. 62 Whittemore Avenue Cambridge, MA 02140 WRDA, dares 9.4 Woos an regi.u,*$ v9499.9,ks of W.R. Rrase ac C L C.wp. We hope sits ia[arPutiun here wiN be htiphal. b i. beta) an dui fad IWOMIediscului4m4 to be uup ant accurais sail is 41114 lot ,hr were .. i Jerst. n an. estiy.4 and yctikario., boa w du qx warm* read.t to bt obr Plwrse road atl wrrnwas, rrcnmma►lwom.r succour m arywwtron wait our =LUIS wle, w641k app►y.0 aY wpOW by us. isfo mot. raommenlawon or w sewn u wern4.d tut any u>; wbx.h would inf any matt occupy/Wu. W. R. Grace 49 Co. Cww. M WItur ne Amor, Gtatto le. MAUj 140. in (:swda, lV. R. Gram 4 Co. Grants, ktd . N Ckarrrr RwJ eu, : x. Mario, (aauda 919 *. This pru4o t may be s )rend by pawns or patents pending. Copyright 1999. W.R. Grace & Co.-Coon. CMD -S69C Pond an U.S.A. 7/97 FAIGPS/S\I Construction Products i April 24, 2001 James Harrald Stoneway Concrete 9125 - 10th Avenue South Seattle, WA 98108 Dear James: rsiN Grace Construction Products W.R. Grace & Co.-Conn. 293 Wright Brothers Avenue Livermore, CA 94550 (925) 4434700 (925) 443.9701 Fox This is to certit' that DARAVAIRR 1000, an air - entraining admixture, as manufactured and supplied by Grace Construction Products, W. R. Grace & Co.- Conn,, is formulated to comply with Specification for Air - Entraining Admixtures for Concrete, ASTM Designation: C 260 (AASHTO M 151), DARAVAIR' 1000 does not contain calcium chloride or chloride containing compounds as a functional ingredient. Chloride ions may be present in trace amounts contributed from the domestic water supply used during the manufacturing process. The foregoing is in addition to and not in substitution for our standard Conditions of Sale printed on the reverse side hereof. )1.4.424.4.e0 MICHAEL GARDNER Technical Service Manager P R O D U C T I N F OR M AT I O N Daravair 1000 Daravairl 1000 is a liquid air - entraining admixture that provides freeze -thaw resistance, yield control. and finishability performance across the full range of concrete mix designs. Daravair 1000 is a clean, light- orange product designed to generate specification- quality air systems. Based on a high - grade saponified rosin formulation, Daravair 1000 is chemically similar to vinsoi- based products, but with increased purity and supply dependability. ;1383 Daravair 1000 air - entraining admixture may be used wherever the purposeful entrainment of air is required by concrete specifica- tions. Formulated to perform across the entire spectrum of production mixes, Daravair 1000 generates quality, freeze -thaw resistant air systems in concrete conditions that include the following: • Low Slump • Paving • Central Mix • Extruded Slip Form • Mixes Containing Hot Water and Accelerators • Precast Air - Entraining Admixture AST�M C 260, AASHTO M 154 • High Cement Factor • Fly Ash and Slag • Superplasticizers • Manufactured Sands Air.Entraining Action Air is incorporated into the con- crete by the mechanics of mixing and stabilized into millions of dis- crete semi - microscopic bubbles in the presence of a specifically designed air - entraining admixture such as Daravair 1000, These air bubbles act much like flexible ball bearings increasing the mobility, or plasticity and workability of the concrete. This can permit a reduction in mixing water with no loss of slump. Placeability is improved. Bleeding, plastic shrinkage and segregation are minimized. Through the purposeful entrain- ment of air, Daravair 1000 markedly increases the durability of concrete to severe exposures particularly to freezing and thaw- ing, It has also demonstrated a remarkable ability to impart resis- tance to the action of frost and deicing salts as well as sulfate, sea and alkaline waters. Construction Products Daravair 1000 air - entraining admixture is fully effective and compatible in concrete with other admixtures. EACH ADMIX - TURE, HOWEVER, SHOULD BE ADDED TO THE CON- CRETE SEPARATELY. There is no standard addition rate for Daravair 1000 air- entraining admixture. The amount to be used will depend upon the amount of air required for job conditions, usually in the range of 4 to 8%. Typical factors which might influence the amount of air - entraining admixture required are, temperature, cement, sand gradation, and the use of extra fine materials such as fly ash and microsilica. Typical Daravair 1.000 addition rates range from 'SO to 200 m1/100 kg (3/4 to 3 E1 oz/100 lbs) of cement. The air - entraining capacity of Daravair 1000 is usually increased when other concrete admixtures are contained in the concrete, particularly water - reducing admixtures and water - reducing retarders. This may allow up to a two- thirds reduc- tion in the amount of Daravair 1000 required. • Entrained air will increase the volume of the concrete making it necessary to adjust the mix pro- portions to maintain the cement factor and yield. This may be accomplished by a reduction in water requirement and aggregate content. ✓ ±) �7w�,� iw rl .~iii i •, A complete line of accurate auto- matic dispensing equipment is available. These dispensers can be located to discharge into the water line, the mixer, or on the sand. Packaging Daravair 1000 air - entraining admixture is available in bulk, delivered by metered tank trucks and in 210 L (SS gal) drums. Daravair 1000 contains no flan- Visit our web site at; www.gcp grace,com W.R. Grace & Co.•Conn. 62 Whittemore Avenue mable ingredients. Daravair 1000 will freeze at about -1 °C (30 °F) but its air - entraining properties are completely restored by thawing and thorough mechanical agitation. .. Concrete shall be air entrained concrete, containing 4 to 8% entrained air. The air contents in the concrete shall be determined by the pressure method (ASTM Designation C 231) or volumetric method (ASTM Designation C 173). The air - entraining admix- ture shall be a completely neutral- ized rosin solution, such as Daravair 1000, as manufactured by Grace Construction Products, or equal, and comply with standard specification for air - entraining admixtures (ASTM Designation C 260). The air - entraining admixture shall be added at the concrete mixer or batching plant at approximately ' SO to 200 mL/100 kg (J/4 to 3 fl oz/100 Ibs) of cement, or in such quantities as to give the spec- ified air contents. C) printed on recycled pope, Cambridge, MA 021.10 Pany40 is a 'Moms' of W.R. Grace 4C Co.•C.usn. Wf hope silo m(uentagoo here nal bo belpul k 4 hmee un daq lnuwlydge unu4crrd to he true and accurate and is Witted tot the uteri' a u .Itraruwa nreun Jnunl 411 yenhoatwn, hW s to Wuranr tM r*Wis1 Q (r obrar eka.e feu( 41 summon, reg nunou auto ue uyge.tunt ut conjunction wuh out uuWuuru WWI a Y W aY supp4ed by us. No N3n@enf, (KOMWIld W E Ur f Mn U Wc,M(ed toe any uw %bleb Itouhl Wtro to am poem .w cOp)�• W. R. Gm; ac S:u.•Cisar.. f2 Ayem*, Catobndilt, aU 02140. In Caluda. W Graq x Cu. Canada, La 194 Cements Road, Wets. ,yat. Unrarw Canada L IS 3C6. nut pruluct may be covered by patenus or moue pendm$. Copyright 1999. W.R. Ciao A: Co. -Conn. AIR•1C Punic! n 1.).5 A. 4/99 FA/GPS/$■M Construction Products Fh I 4 Master Builders, Inc. Suite 104 16285 SW 85th Avenue Tigard, Oregon 97224 Phone: 503/624.7911 January 14, 2000 Certificate of Use Rheomix 235 Master Builders Water - Repellent Admixture TO WHOM IT MAY CONCERN; I, Alice McFarland, Manager, Quality Assurance for Master Builders, Inc., Cleveland, Ohio, certify; That Rheomix 235 Is an integral, water - repellent admixture for concrete, concrete block and masonry mortar. That no calcium chloride or chloride based Ingredient Is used in the manufacture of Rheomix 238; and That Rheomix 235, based on the chlorides orginating from all the Ingredients used In Its manufacture, contributes less than 0.00014 percent (1.4 ppm) when used at the rate of 65 ml per 100 kg (1 fluid ounce per 100 pounds) of cement; and That there are no ASTM or Federal specifications for integral, water - repellent admixtures. Alice McFarland 11044.644, Manager, Quality Assurance Research and Development Building Tomorrow Together* stow-1B7 1 RHEOMIX® 235 Water - Repellent Admixture for Concrete DESCRIPTION/USES: RHEOMIX 235 admixture is a ready-to-use liquid, designed for use in ready mix and precast concrete, as well as for otherspecialty cementitious applications. RHEOMIX 235 admixture Is a non-chloride formula which contains a system of hydrophobic components and surface active agents. RHEOMIX 235 admixture imparts water repellent characteristics in concrete and concrete products by making the pores and pore linings resistant to water penetration, As a result, water absorption and capillary "wicking" of moisture into the concrete is greatly reduced. This unique admixture is recom- mended for use where it is desirable to Inhibit water Intrusion or vapor transmission and may be used in lieu of a low grade vapor barrier, ADVANTAGES: RHEOMIX 236 admixture Improves the quality of concrete by: • Reducing the rata of water absorption • Reducing water vapor transmission • Reducing or eliminating efflorescence • Greatly improving flniehablilty WHERE TO USE: RHEOMIX 235 admixture provides wator•ropolloncy for applications such as: A_lliymix ccncreta • Stabo•on•grado, foundation and retaining walls, exterior walls and columns Pracaat ccncreta • Wall panels, columns, architectural unite and other precast products which will be exposed to moisture In service Maecnrv. Plea • Architectural concrete block and brink, concrete pavers, lintels, and both wet and dry oast pipe TECHNICAL INFORMATION: RHEOMIX 235 admixture has undergone extensive testing to examine its overall performance in concrete. These tests include the following: ASTM C 642, Specific Gravity, Absorption, and Voids in Hardened Concrete ASTM C 39, Compressive Strength of Cylindrical Concrete Specimens ASTM C 403, Time of Setting of Concrete Mixtures by Penetration Resistance ASTM C 157, Length Change of Hardened Hydraulic Cement Mortar and Concrete ASTM C 666, Resistance of Concrete to Rapid Freezing and Thawing ASTM C 779, Abrasion Resistance of Horizontal Concrete Surfaces Absorption/Wntor Vapor Transmission, Wiss, Janney, Elotner method NOTE: The most critical of these test procedures In substantiating the key wator•ropolloncy are: ASTM C 642 and the Wise, Janney, Elstnor method of determining absorption and water vapor transmission. Tho data is presented on the reverse side. LIMITATIONS: For concrete exposed to hydrostatic pressure, the volume of capillary pore space must also be reduced by lowering the water-cement ratio. This is an application suited for high quality, wator•reduoing Pozzolith', Polyhoed', and Rheobuild' admixtures, which must be used in conjunction with RHEOMIX 235 QUANTITY TO USE: RHEOMIX 235 admixture le recommended for use at a dosage rate of 2 to 6 fl oz per 100 ibe (131 to 302 mV100 kg) of cement, depending on the mix deign in use, and level of water repellency desired, It le oleo recommended That water /cement ratio be limited to a maximum of 0.50, Please consult your local Master Buildere sales representative to obtain dosage rate recommenda- tions. NOTE: RHEOMiX 235 admixture will not compensate for flaws in building design, materials, mix proportions or workmanship, Master Builders is not responsible for inappropriate use of RHEOMIX 235 admixture. The difference In the absorption results seen In the two graphs are due to differences in the curing methods required, ASTM C 842 instructs 7 days of oven drying, while the Wiss, Janney, Elstner method Involves 14 days of air drying at 50% humidity. PACKAGING: RHEOMIX 235 admixture is supplied in 53 U,S. gallon (200 Titer) drums, 265 gallon (1000 liter) totes, and in bulk. TEMPERATURE PRECAUTION: RHEOMIX 235 admixture must be protected from freezing. Store at temperatures above 25 6F ( -4 °C) and below 118 °F (48 °C) In closed containers. Do not store In direct sunlight. For additional information on RHEOMIX 235 admixture, contact your local Master Builders representative. ORegistered Trademark Sandoz, Ltd, 01995 Master Builders, Inc. 111111 miste:S5 RHEOMIX 235 WATER ABSORPTION MODIFIED ASTM C 642 METHOD 4.0 PERCENT WEIGHT GAIN RHEOMIX 235 'i" 0 (REP) -A r- 2.0 ot/cwt -Q- 9.0 ot/cwt MIX DESIGN CEMENT: 519 LS W/C RATIO: .50 SLUMP: 9 • 5 fit AIR: 5.5.5.0% 3.0 2.0 1.0 0.0 WATER ABSORPTION & VAPOR WEI 3.8 PERCENT 0HT CHANGE 3.0 2.5 2.0 1,5 1,0 0,8 0,0 Vi Vapor Ttin niWn o 0 7 14 21 28 35 42 TIME (days) Walk Annoy, ilNnot method TRANSMISSION I MIX DESIGN CEMENT: 51510 W/0 RATIO: .50 SLUMP: 5.5 AIR:15.5.0% RHEOMIX 235 0 (RYF) 5.0 orkwl 411- 0.0 oU0w1 Master Builders, Inc. 23700 Chagrin Boulevard Cleveland. Ohio 44122.5554 (216) 831.5500 (800) MBT -9990 Fax (216) 8314470 Master Builders Technologies Ltd. 3637 Weston Road Toronto, Ontario M9L IWI (800) 387.5862 Fax (416) 741.7925 Form RM -1a Printed in U.S.A. 1195 • Nylon 6 Secondary Concrete Reinforcement MADE WITH CAPROLAN-RC '" FIBERS A PRODUCT OF ALL IED- SICNAI INC Nylon 6 NYCON Inc. Engineering Data Report #1 • Fiber Properties • Air Content/Entrainment • Compressive Strength • Flexural Strength • Splitting Tensile Strength • Impact Strength • Shrinkage Crack Reduction • Fiber Distribution The following technical information is based upon an extensive research study conducted at Rutgers University, The material selection, specimen preparation, and testing protocols were all in accord- ance with ACI and ASTM standards. TYPICAL PROPERTIES OF NYCOF FIBERS Material Filament Diameter Filaments/lb Specific Gravity Fiber Length Tensile Strength Modulus (Youngs) Toughness Melting Point 100% Nylon 6 23 Microns 34 Million 1.16 3/4 inch 130 ksi 750 ksi 15 ksi 435 °F (225 °C) Acid and Salt Resistance Alkali Resistance Ultra Violet Resistance Electrical Conductivity Thermal Conductivity Water Absorption /Concrete Concrete Surface Concrete Air Entrainment Good Excellent Excellent Low Low 0.72 oz /yd3. Non -Hairy No Effect CONCRETE MIX PROPORTIONS PROPERTIES OF PLASTIC CONCRETE Type 1 Portland Cement Natural Sand Crushed Stone (3/4" max.) Potable Water Plasticizer /Cement Air Entrainment Agent 517 Ib /yd3 1370 Ib /yd3 1800 Ib /yd3 298 Ib /yd3 3 oz/100 lb 2 oz/yd3 Nylon 6 fibers were added on the basis of 1 pound of fiber per cubic yard of concrete unless noted. The control specimens contained no fibers. Slump Air Content Control Nylon 6 7.0in 5.25 in 5.5% 6.0% COMPRESSIVE STRENGTH (ASTM C -39) (6" x 12" CYLINDER) 28 Da Breaks Control Nylon 8 Sa mpl.IID � (PSI) (P81� 1 2829 3218 2 2918 3254 3 4 Average 2874 3201 3183 3214 E 3,500 1 3,000 2,600 2,000 Control Nylon 6 120 a55 80 40 0 7 Days Control 28 Days Q Nylon 8 F FXIJRAI STHE NGTI1 (A ;TM C Iti) x .1 1,1' HE AM 28 [)AY FIRE AKS) Sampli ID 1 2 3 4 5 Average Control (P81) 615 595 590 550 545 579 Nylon 8 (PSI) 555 680 570 550 635 598 800 600 400 200 0 Control Nylon 6 SPl IT TING TFNSII F STHF-NGTH (AS TM C 1 )6) (t) x 12'' C:YI IN[)E H 28 DAY HHFAKS) Control San_ eLID� 1 323 2 413 Average 368 Nylon 8 412 386 399 500 400 1 300 slo FIBERS A NYLON 6 PRODUCT OF ALLIED- SIGNAL INC 200 Control Nylon 6 g6 n �t IMPACT STRENGTH (ACI COMMITTEE 544) (6" x 2.5" CYLINDER, 28 DAY BREAKS) n First Crack Number of Blows 12 0 m 11 4 E 0 Control 5,8,5 Nylon 6 9,12,9 Control Nylon 6 Failure Number of Blows ti) v m E 25 20 15 10 5 0 Control 10,15,8 Nylon 6 24,24,18 Control Nylon 6 SHRINKAGE CRACK REDUCTION (2' x 3' x .75" SLAB) Mix: Cement to Sand Ratio: Test Time: Wind Velodty: Temperature: Relative Humidity: Experimental Procedure: Mortar (No Coarse Aggregate) 1 to 1.5 24 Hours 12 mph 72 °F 70% Crack widths and lengths are measured and assigned a weighted value. 1 120 a 80 10 40 No Fiber 1.0 tb/yd3 Control Nylon 6 Control -No Fiber Nylon 6 Fiber Reinforced Under severe conditions, the addition of Nylon 6 fibers reduced crack area by 57% and out performed both polypropylene and polyester fiber reinforced panels. Nylon fibers Impart crack resistance by improving concrete's integrity, The magnification Is 14X, Stoneway Concrete Material Safety Data Sheet for Concrete /Concrete Products (we: unicardened concrete and dry hardened concrete products such as bloc:, pipe and precast concrete) Section 1- Products and Coin .any► Identification Material Identity (Trade Names): 1 Concrete:Concrete Products { Manufacturer's Name: J StonewayConcre:e Address: 1 Emer2encv Tele. hone Number: 1915 Maple �'ailey Hwy I Telephone Number for Information: (s :`) :2 6-1000 OV Renton. WA 98055 Section 11- Hazardous Ingredients/Identity Information (423,'.226.1000 Hazardous Components (Chemical ldentiryiComason Names) Portland Cement Limestone (calcium carbonate. CaCo, Cr/Ratline Silica (Quart, -) (Concrete contains aggregate materials which may contain line slum) Particlates not otherxise classified CAS Vo, 65997•)5.1 1317.65.3 11308.60.7 ()sal. C' r � ACC174 I T:.v Jt LOtngim' (Total) 5 mttriLi (Reseirabtel tsmgrm' (Total) 5 m m (Reseirable) 30 /(1141O -2)mipm (Total particulate) 1 0 /(° %S 101 +2)mg /m t • treble Particulate) 15ma/m (Total) S tag/m3 (Respirable) 10rtg'11'1' (Total) 10m ( Total) O.lmg/m3 (Respirable Qom) lOmgim' (Total) 110 -:0 i0mgrm' (Total) 2,54,5 30 /( %S10:- 2)mg/m (Total) 10 /( %S10 : +2)mg/m1 • treble 0.5.80 1Omg/m (iahalabte) 3mg/m' (_ Respirable) Fly =Ash which contains: 68131 -744 N/A N/A Aluminum Oxide (A110,) 134448-1 Amcvphous Silica Calcium Oxide (CaO) r Iron Oxide as Fe.0) 61790.53.2 1305.78.8 10537.1 10m m' (Total) 5 nag/m' (Respirable) 80mg/m1(%S101 +2) Smg/m' 10m m' lOmon' 10mgwm! 2mg/ ' 10m m 10mg/m (Total) 0.100 N/A 10mg/cn' 20 mppcf 5mg/m' 10m m 1-4 0.1.2 0.01.2 0-1 0.01-2 Note: Chemical admixtures tasv be meat ddes less than 1 °,'a MSDSs for admixr u'es are available upon rectuest ��.� rw.�• �wr.wrww�.� r • Section III w`Fhysics�l �eiiaicai Cb mete �•.•r.�rw•w.rw. •s.�,rwrrr� fMiMW ? +.r•'+v..'- w ; :,t'i: ti�iRy' r..�..y��•.... *<i�e�f'i7+'tiG s�.lil��.ir� - NO�IICab1C Q /� /�.� /'�' Wet �.ew Bailin Point ►7 Inc G.•vit 2O ) �1 ct Concrete 1.9-2.4 Vapor Pressure(wm E NotApplicable Melting Point mow. Not Applicable pplicable • Vapor Aensit ►: A1r Not Applicable Eva orstioa Rate u(8 tyl Aeetute==1) Not Appli Solubili in Water , aot soluble Appearance and Odor Hardened concrete products arc odorless solid materials. Unhardeaed wet concrete is an odorless , • lastic (towable, . . ular mud of • ' color and texture. sawsest Section IV = Fire'anc� Eaplosion //�� rd Bata° ..-:` .. ire• �" S' •'�'. f r Plash Point: ( Not Combustible I Flammable Limits: J Not Flammable T.F,L: N/A . I VEX,,: I N/A Extinguishing Media: Tnis material is noncombustible. Use =burnishing media appropriate to surround Ere. Special Fire Fighting Procedures: Do not expose skin or eyes :o wet unbarde:ted concrete. Beware of runoff from fire control methods. Do not release we unhardened concrete to sewers or waterwaYs. as it will harden and obsu uc: sewers and waterways. Unusual Fire and E.t lotion Hazards: None Reported Stability: We =hardened concrete sets and hardens in 2 to 3 hours and is no longer na: ardous. Hardened concr 2te is =bid t astable: Stable: 1 Conditions to Avoid: Do not allow wet =hardened concrete :o se: on skin. tools. or surfaces. Produc: hardens in 2.3 hours Incompatibility (materials to avoid): Stable under exile: ed .er.ditlons of use. larder unanticipated conditions of use, c.;:sttaititne silica may react with hydrofluoric acid to produce a corrosive gas (silicon ter.:tlour:de). Aluminum powder and other alkali and alkaline earth rsemis will r_ac: r we ::nor:ar or concrete. Tiber aorta hvdro • e:: acts. Hazardous Decomposition or Byproducts: Thermal oxidative.iesonposition of CaCO, (limes:onei cars produce lime (Cat)). i rte rime does not add to the hazard associated with the use of :his oraduc :. Hazardous Polymerization: WW not occur Section VI - Health Hazard Data Routes of Entry: Inhalation? Yes Skin? No Health Hazards: Ingestion" l:nliitel }j Acute Effects: Skin contact with wet concrete can dry the skin and cause alkali burns. Within 12 to 48 hours after skin contact (after one to six•hour exposures), dr= second or third deg: ee burns may occur. There may be no obvious pain at the time of exposure. Eye contact with wet concrete may cause burning and possible cornea edema. Ingestion of concrete dust may cause esophagus and stomach burns. w. Cutting, grinding, crushing or drilling hardened concrete products may generate dust containing crystalline silica. Acute effects of exposure to such dust may Include: EYE CONTACT: Direct contact with any dust may cause irritation by mechanical abrasion. SKIN CONTACT: Direct contact may Muse irritation by mechanical abrasion. SKA;I' °AESOROPTION: Not expected to a significant route of exposure. INGESTION: Expected to be practically aon•toxio. Ingestion of largo amounts may cause gastrointestinal irritation and blockade. ,,,, . low ( INHALATION: Dusts may irritate the nose, throat and respiratory tract by mechanical abrasion. Coughing, sneezing and shortness of breath may occur following exposures in excess of recommended exposure limits. Use of concrete products for constructioo purposes is not believed to muse additional acute toxic effects. Howes, repeated overexposure to very high levels of respirable crystalline silica (quartz, cristbalite, tridymaite) for periods u short as six months have caused acute sWcasis. Acute silicosis is a rapidly progressive, incurable lung disease that is typically fatal. Symptoms include (but are not limited to): shortness of breath, cough, fever, weight loss, and chest pain. Chronic Effects: Continued exposure of the skin to wet =hardened concrete may cause chronic dermatitis. OW Se tion vr SeaIth SazaiiI Data' continued} Chronic bronchitis may result from chronic exposure to dust generated from cutting, grinding crushing, or drilling hardened concrete. Chronic exposure to respirable limestone dust in excess of the ACGiH TLV has caused pneumoconiosis (Dusty Lung). Concrete dust may contain more than 0.1 % crystalline silica, which is a cancer if inhaled. Cancer risk depends on duration and level of exposure. Prolonged exposure to crystalline silica can cause scilicosis, a progressive pneumoconisis (lung disease). Respirabie dust containing newly broken silica particles has been shown to be more hazardous to animals in laboratory tests than dust containing older silica particles of similar size. Respirable silica particles which had aged for sixty days or more showed less lung injury in animals than equal exposures of respirable dust containing newly broken particles of silica. `here are reports in the lite:•aru.'e suggesting that excessive crystalline silica exposure may be associated :yith adverse health's et e-ns invoiving the kidney, lc:ecderma. (thickening of the sign caused by swelling and thickening of fibrous :issue) and other autoimtnune disorders. Fowever. this evidence has been obtained r" ,a i from case repors involving individuals working in high exposure situations or those who have already developed siiiccsis: and therefore. this evidence does not conclusively prove a casual relationship between silica or silicosis and :hese adverse health Many otthese studies n silicosis do noc account for lung cancer confounders. especially stnokit:g, Carcinogenicity: Concrete products are hoc listed on the NT?, L&.QC. or OSFA list of carcinogens. However, in Cc:ober 1996, !ARC classified respirable crystalline froth occupational sources as carcinogenic (Group I). The NT? indicates that c : :/staliine silica is reasonably anticipated to be a careaog= (Croup :), These classifications are based on su cieat evidence of carcinogenicity in certain experimental animals and on seie::ed epidemiological studies of workers exposed to cr;.r.alline silica. Iron oxide is listed by L RC as exhioinner evidence of sercinogenicity in experimental animals. Signs and Symptoms of Exposure: Freshly mixed concrete is irritating to the eyes and skin. We: concrete can dry skirt and can cause alkaline burgs to the skin and eyes. Hypersensitive individuals may develop an allergic dermatitis. Chronic exposure to respirable dust containing c. fstaliine silica in excess of applicable OSHA ?Pls. MSHA PELU and ACal•i TLVs has caused silicosis, a progressive lung disease. Chronic tobacco smoking may tiuther incense the risk of developing chronic lung problems. Not all individuals with silicosis will exhibit symptoms (signs) of the disease. However, silicosis Is progressive and symptoms can appear at any titre, even after exposures have ceased. Symptoms of silicosis may include (but are not limited to): shortness of breath, difficulty breathing with or without exertion, coughing, diminished work capacity, diminished chest expansion, reduction of lung volume, right heart enlargement and/or failure. Persons with silicosis have art Increased risk of ulmonary tuberculosis infection. Medical Conditions Generally Aggravated by Exposure: Individuals with chronic respiratory disorders should minimize inhalation ot'dust generated from cutting, grinding, crushing, or drilling hardened concrete. Individuals with skin diseases should minimize skin contact with the dust and wet =hardened concrete. Phy as Note: ingestion of large amounts of wet unhardened concrete is unlikely. However, if wet concrete is swallowed to prevent re- exposing the esophagus and stomach, do not induce emus or perform gastric Iavage. Immediate dilution may prevent esophageal burns. For severe burns, consider esophagoscopy within the first 24 hours, Neutralization with acidic ageism is aot advised because of increased risk of exothermic burns. Water - mineral oil soaks or washing with soap and water ma aid in removin hardened concrete from the skin. Emergency aad,First Aid Procedures: .+06 . - II We Wet unbardoned concrete or hardened concrete dust In eyes: gently lilt the eyelids and flush immediately and coadauously with flooding amounts of water for a minimum of 13 minutes. Consult a physician immediately if irritation persists or later develops, Wet =hardened concrete ea skip: Quickly remove contaminated clothing. Wash affected areas thoroughly with soap and water, Consult a physician if irritadoa persists. Iabtrladoa of hardened concrete oast: Remove exposed person to fresh air and support breathing as needed Encourage . . . victim to cough, spit out or blow nose to remove dust. Consult a physician immediately if irritation persists or later develops. Iapetime of.wet ookerdsaed concrete or counts dust: Never give anything by mouth to an unconscious or convulsing Consult a .h • - , immediate! . See . , .'s nets Section VI i; Seitiori: VII. Precauti'oni. flieS` fe:•Sandlint andtse- :: _� • •�:.�: :�...� y Steps to be Taken in Case Material is Released or Spilled: Personnel involved in the handling of wet unhardened concrete should take steps to avoid contact with the eyes or skin, through the use of gloves and suitable clothing'. We unhardened concrete should be recycled or allowed to harden and disposed. Waste Disposal Method: Allow wet unhardened concrete to harden and dispose in a landfill as common solid waste. Follow applicable Federal, State and local rezularions for disposal. The material is not listed as a hazardous waste under designations by the EPA or DOT. Precautions to be Taken in Handling and Storing: Silica- containing respirable dust particles may be generated by crushing, cutting, sanding ar drilling hardened concrete or concrete products, Follow protective controls define in Section Viii when handlings these products. Section %Th - Control Measures Respiratory Protection: When exposed to dust from < :4.utting, ending, crashing or drilling hardened concrete or concrete products above recommended limits. wear a suitable N1OSH•approved respirator •.vith a protection :ac:cr appropriate for the level of exposure. Seek guidance from a qualifies? industrial 'nygienist. safer/ professional, or other suitably knowledgeable individual prior to respirator selection and use. For emergency or non- eoutine operations (e.g. confined ;races), additional precautions or equipment may be required. Respirator use ;oust comply with applicable MSHA or OSHA standards. which include provisions for a user gaining program. respirator repair and cleaning. respirator fit test. and other recuireme.^.ts. Ventilation Local Eshaust: When curling, grinding. crashing or drilling hardened concrete. provide general or Iccei ventilation systems. as needed. to maintain airbone dust ccncentracions below the OSHA P!Ls, MSHA PELs end ACME TLV, Local Faust ventilation is preferred since it prevents release of contaminants into the work area by controlling it at the source. Other: Respirable dust and querw levels from hardened concrete cutting, grinding, r, .sshing or drilling operations should be monitored regularly. Dust and quart: levels in excess of eppiicabie OSHA PELs. and ACOIF TLVs should be reduced by all feasible engineering controls including (but not limited to) wet suppression, ventilation, process enclosure and enclosed emvlovee work stations. Mechanical Generj): See above recommendations I Special: None reported Protective Gloves: When handling wet unhardened concrete, wear imperious gloves to prevent skin contact. Wash thoroughly after handling. Eye Protection: When cutting, grinding, crushing or drilling hardened concrete, wear safety glasses with side shields or dust goggles in dusty environments. Where there is a splash hazard working with wet =hardened concete, wear satisfy : lasses with side shields or : o , lee. Other Protective Clothing or Equipment: Wear suitab e protective clothing, u needed, to prevent skin contact with wet unhardened concrete. Malce available (if necessary) the use of eyewash stations and suitable washin ftccilities. Work/Hygienic Practices: Avoid dust inhalation and direct contact with skin and eyes. Wear gloves, boots and other protective gear when pouring concrete. If respiratory protection Is used, institute a respiratory protection program that includes regular training, inspection, maintenance and evaluation. To prevent ingestion and skin contact, practice good personal h iene. Wash contaminated skin before eating, drialdng, smoking, lavatory use and before applcosmetics. Disclaimer f ...4 The infonnadon contained in this Material Data Sheet relates only to the specific material designated herein and does not relate to use in combination with any other material or in any process. The information set forth herein is based on technical data that the Company believes to be accurate. It is intended for use by persons having technical skill and at their own direction and risk. Since condidosu of use are outside the Company's control, the Company makes no warranties, expressed or .implied and' assumes no liability in connection with any we of this information. 1 00) PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER MI.01 -077 .. DATE: 05 -30 -01 PROJECT NAME: OUICK PARK LLC - STORMWATER VAULT SITE ADDRESS: 3111151 H 158t" 5T SUITE NO: ,_,rigina) Plan Submittal Response to Incomplete Letter # _ 2 to Correction Letter # Revision # AFTER Permit Is Issued DEPA _ TMENTS: Building Division Pu lic Wp idle C1I0O Fir Pleveention 1f 411-01 Structural P1ann:n� vision Permit Coordinator at DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Comments: DUE DATE:, 055- 31 -01, Not Applicable El TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: Structural Review Required No further Review Required DATE: IS.PR VALS ORCORRE,C1'IONS: (ten days) Approved ❑ REVIEWER'S INIT LS: Approved with Conditions El DUE DATE O6-28-01 Not Approved (attach comments) CORRECTION DETERMINATION: Approved Ej Approved with Conditions ❑ REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) ❑ DATE: p..QU,I.oc son PERMIT COORD COPY August 8, 2001 /-) City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Michael Aippersbach PO Box 95429 Seattle, WA 98145 RE: CORRECTION LETTER #1 Development Permit Application Number MI01 -077 Cluck Park — Stormwater'Vault 3610 South 158th Street Dear Mr. Aippersbach: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed pt the .mote Hate and reflected on your drawings. 1 have enclosed comments from the Public Works Department, At this time. the Building Division, Fire Department and Planning Division have no comments, The City requires that four (4) pomp /etct,ga of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies (leach document. In order to better expedite your resubmittal, n 'revision sheet' must accompany every resubmittal, 1 have enclosed one for your convenience. if you have any questions, please contact me at (206)431.3672, Sincerely, Brenda Holt Permit Coordinator encl xc: Fill: No, N11O1.077 6300 Southcenter Boulevard, Suite 11100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax: 206-431...z:705 OrA City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: .S'-OC Plan Check/Permit Number: MIQ 1-0%7 ® Response to Incomplete Letter # __2_ ❑ Response to Correction Letter # ❑ Revision # after Permit is issued Project Name: Project Address: Contact Person: Michael Aippersbach Summary of Revision: Seh ofr 5 v C stl, su i � s S t u A th Phone Number: (SIG 5`23 376.# Sheet Number(s): "Cloud" or highlight all areas of revision including dale of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on , j / 3 / PERK 4.11. CENTER O5 /16/01 May 16, 2001 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Michael Aippersbach PO Box 95429 Seattle, WA 98145 -2429 RE: Letter of Incomplete Application #2 Development Permit Application Number M101 -077 Quick Park LLC — Stormwater Vault 3610 South 158th Street Dear Mr. Aippersbach: This letter is to inform you that your application received at the City of Tukwila Permit Center on May 1, 2001, is still determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed, Building Division: Ken Nelsen, at (206)431 -3670, If you have any questions regarding the following: 1. Provide engineers structural calculations. The City requires that four (4) complcta sets of revised plans be resubmitted with the appropriate revision block. if your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to bettor expedite your resubmittal a 'Revision Sheet' must accompany every rosubmittal. 1 have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206)431 -3672. Sincerely, tault /47424-- Brenda Holt Permit Coordinator encl File: Permit File No, M101.077 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax: 206.431.3665 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER MI01 -077 _ DATE: 05 -30.01 PROJECT NAME: OUICK PARK LC - STORMWATER VAULT SITE ADDRESS: 3610 SOUTH 158'" ST SUITE NO: Original Plan Submittal X__ Response to Incomplete Letter # 2 Response to Correction Letter # ,tevision # AFTER Permit Is Issued D` PARTMENTS: Building Division A Fire Prevention El Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator ❑ DETERMINATION OF COMPL�NES$: (Tues., Thurs.) DUE DATE:1131M Complete Comments: Incomplete Not Applicable El TUES/THURS RO TI Gs Please Route Structu I evlew Required No further Review REVIEWER'S INITIALS: _PPREaAVAkiOR CORRECTIONS: (ten days) 9 04 5 DUE DAT ' 0 454e mu)). Approved ❑ Appr• e+ vith Conditions /1 Not Approved (attac o me REVIEWER'S INITIALS: DATE: C4 . o& P I RMLNAll ON: Approved EJ Approved wi h Conditions REVIEWER'S INITIALS: pawn nor DUE DATE Not Approved (attac DATE: ig PERMIT NO.: till .10t- 0 7'7 IHITIIflNG't'ERMITS INSPECTiONS • • • • • • • • • • • • • • • • • • • • • • 00001 Progress inspection Status 00002 Pre•construction 00003 investigation 00004 OK to Occupy 00005 Remove Stop Work Order 00006 Foilow•up 00007 Pre -Move inspection 00050 WSEC Residential 00060 WA Ventilation/Indoor AQC 00070 NLEA Inspection/Modular Strict 00071 Mobile Home Tie Down insp 00072 Marriage Lines 0090 Rested 0095 Footing Drains 100 Foundation Footings 00200 Foundation Wails 00250 Foundation insulation 00300 Concrete Slab/Slab Insulation 00350 Crawl Space 00400 , Shear Wall Nailing 00450 Plywood Wall Sheathing 00500 Roof Sheathing Nailing 00525 Plywood Deck Nailing 00550 Exterior Wall Sheathing 00600 Masonry Chimney 00610 Chimney Installation/All Types 00700 Framing 00750 Roof /Ceiling Insulation 00800 Floor insulation 00801 Waillnsulalion 00802 Exterior Roof Insulation 00803 Olating Inspection 00815 Lighting and Controls 00900 Suspended Ceiling 01000 Interior Wallboard Fastening 01001 Exterior Wallboard Fastening 01110 Pre•Mova Inspection 01115 Motor inspection 01120 Pre•Demo 01140 Pre•reroof 1400 Finel•Fire 1700 Flnai•fluiidittg 1900 Final•Reroof • 3100 Site Visit 04000 Speclal•Concrete 04001 Special.Bolts In Concrete 04001 Speclai•Mom/Resist Cone Frame 04003 Spacial -Relnf Steel Prestress 04004 Special - Welding 04005 Spccial•FlIgh•Slrength Dolling 04006 Special•Structurol Masonry 04007 Special•Reinf Gypsum Concrete 04008 Special•lnsulating Cone Fill 04009 Special =Spray Fireproofing 04010 Special•Filing, Piers, Caissons 04011 Special•Shotcrcte Q 44012 Special- Grading, Excav/Fil1 Q 04013. Spccial•Retaining Wall Q 04014 Spccial•Pancls Q 04015 Spcciat =Smoke Control System TENANT NAME: COND1TiONS ,001 No changes to plans unless approved by Bldg Div 0010 Special inspection required, notify Bldg Div 0 0011 Special inspector shall submit final signed report 0 0012 New ceiling grid & light fixture shall meet lateral bracing 0 0013 Partition walls attached to ceiling grid 0 0014 Readily accessible access to roof mounted equipment 0 0015 Engineered truss drawings & cafes shall be on site 0 0016 Exposed insulation backing material 0 0017 Subgrade preparation including drainage, excavation 0 0018 Statement from roofing contractor verifying fire retardant class of roof X 0019 All construction to be done in conformance w /approved plans 0 "No work shall be done in addition to those modifications..." (� 0002 Plumbing permits shall be obtained through King Co [j 0020 Structural observation shall be provided for this project , 0 0021 All food preparation establishments must have King Co 022 Fire retardant treated wood shall have flame spread of 0023 Notify Building Division prior to piecing any concrete 0024 MI spray applied fireproofing shall be special inspected 0025 All wood to remain in placed concrete shall be treated 100026 028 003 0 All structural masonry shall be special inspected 00026 027 Validity of Permit through 0018 Rack storage requires separate permit 0003 Electrical permlti obtained rough L & I 0030 No occupancy of building until tlno1 insp by Bldg Div 031 Remove all weeds, concrete, stone foundailons, flat concrete 0036 Manufacturers Installation instructions required on site "BTU maximum allowed per 1997 WA State Energy Code" 0035 Contact PW Div to obtain Inap for water /sewer connect 0038 A C of 0 will be required for this permit 0039 Final approval for all 1'i w /In the limits of the SC Mall 0004 All mechanical work shall be under separate permit ■ 0040 All construction noise to be in compliance with 8.2 TMC 041 Ventilation is required for all new rooms k spaces 0005 All permits, snap records do approved plans available 0006 All structural concrete shall be special inspected "Applicant shall obtain a separate plumbing permit Nom King Co" "Anchoring — All new construct and substantial improvement shall be anchored to prevent flotation" 0 0007 All structural welding shall be done by WA13O cenlfled inspector 0008 All high•strength boiling shall be special inspected 0009 Bolts Installed in concrete shall be special inspected 0031 Comply with requirements of TMC 16.04 0 0034 Rcmoval of septic tanks require approval and compliance with King Co Health Dept. 0 "Obtain required inspections froin appropriate water & sewer districts" 0 "Fuel burning appliances 0 "Appliances, which generate...," 0 "Water heater shall be anchored...." a "Reroot" e Plan Reviewer: Permit Tech: Date: Data: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER,MI01 -077 DATE: 05 -30 -01 PROJECT NAME: OUICK .PARK LLC STORMWATER VAULT SITE ADDRESS: 16.1 0_SOUTH 158" ST SUITE NO: Original Plan Submittal _.., ... Response to Incomplete Letter # 2. Response to Correction Letter #.. Revision # AFTER Permit Is Issued DEPARTMENTS: Building Division ❑ Public Works ❑ Fire Prevention Structural m Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 05- 31 -01. Complete ❑ Comments: Incomplete El Not Applicable El TUES /THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APIRMALLIZILORILKIMLis (ten days) DUE DATE 06 -2 - Approved El Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: IOW CORRECTION E TION: DUE DATE Approved L'J Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: 1 t PLAN REVIEW /ROUTING SLIP TIVITY NUMBER MI01 -077 DATE: 05 -30 -01 PROJECT NAME: OUICK PARK LLC -- STORMWATER VAULT SITE ADDRESS: _36105OUTH 1.58T" S7' SUITE NO: Plan Submittal Response to Incomplete Letter # 2 Response to Correction Letter # Revision # AFTER Permit Is Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (rues., Thurs.) DUE DATE: 05 -31-01 Complete, Incomplete ❑ Not Applicable ❑ Comments: TUES/THURS ROUTING: Please Route EI Structural Review Required El No further Review Required REVIEWER'S INITIALS: DATE: .? -� __Pi? APPROVALS OR CORRECTIONS: (ten days) DUE DATRII6 -28 -0 L, Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: Approved ❑ Approved with Conditions DUE DATE Not Approved (attach comments) REVIEWER'S INITIALS: DATE: PLAN REVIEW /ROUTING SLIP IVITY NUMBER MI01- 077. DATE: 05210-01____ PROJECT NAME: QUICK_ PARK LLC - STORMWATERVAULT SITE ADDRESS: 3610 SO_UTH__1.5ff ST SUITE NO: Original Plan Submittal Response to Incomplete Letter # _ ..2 Response to Correction Letter # Revision # AFTER Permit Is Issued DEPARTMENTS,: Building Division Ej Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ DETERMINATION F COMPLETENESS: (Tues., Thurs.) Complete El Comments: NMI Incomplete DUE DATE: 05- 31.01, Not Applicable ❑ TUES/THURS ROUT NG: Please Route Structural Review Required El No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATI I :2&Uj Approved Approved with Conditions ❑ Not Approved (attach comments) REVIEWER'S INITIALS DATE: ____%7 /0 CORRECTION DETERMINUON: DUE DATE Approved EJ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWER'S INITIALS; DATE: IPINIPUILOOC PUBUG \rqu -ti`J PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER MI01 -077 DATE: 05 -14 -01 PROJECT NAME: QUICKTARK LLC(RETAINING TANKS /STORM WT) SITE ADDRESS: 3610 S 158TH ST SUITE NO: Original Plan Submittal Response to incomplete Letter # Response to Correction Letter # 1 Revision # AFTER Permit Is Issued DEPAI T ENTS: B it ing Division s- -Is =Works orks Fire Prev eon n`!ti s 76 Structural PiannP ivision `J 5 - l5 '01 Permit Coordinator gE DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Comments: incomplete DUE DATE: 05-11M Not Applicable ❑ TUES/THUR ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORR(TIONS: (ten days) Approved M Approved with Conditions ❑ REVIEWER'S INITIALS: DUE DATE 06-12 -Q1 Not Approved (attach comments) ❑ DATE: O C O N O: Approved Approved with Conditions [..] REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) ❑ DATE: PERMIT COORD COPY Nee MAY-- 102001 01:04 PM A47.2PERSBACH & ASSOC 21"44240337 P.01 City of Tukwila Department of Community Development - Permlt Center 6300 Southcenter Blvd, Suite 100 �` , ,j �j�(� Tukwila, WA 91U `'' U �'✓ L5 (206)431-3670 1.0) MAY 1 0 2001 PEPITEET ENdINEEMING INr1 Revision submittals mutt be submitted in perrun at the Permit Center. Revisions will not be accepted through the mall, faun, eta. Date: 5 Plan Check/Permit Number: _IMAM a 1 1 • Response to Incomplete Letter M jam, ❑ Response to Correction Letter b _____ ❑ Revision M after Permit is Issued Project Nam.:_Q CK PARK x.LC — R PAINING WALL _ 3610 ouch 1 S 81h Stree Project Address: Contact Person:Michael AiA�j�� L_,..._,. Phone Number: S) _ ' 'J7tIr Summary of Revision: 1. ADDED SILT FENCE AROUND WETLAND AREA ON SHEET 2 AND 10 2. AODED ORANGE CONSTRUCTION FENCE ANO SILT FENCE ON THE PROJECT SIDE OF WETLAND ON SHEET 2 AND 10 3. ADDED SILT FENCE AND INTERCEPTER SWALE, SOUTH SIDE OF EXISTING S. 188TH ST, ON SHEET 2 4, MODIFIED SEDIMENT TRAP SECTION ON SHEET 4, 5. , MODIFIED SEDIMENT TRAP SECTION ON SHEET 4. Sheet Number(*): 2 10 "Claud" or highlight a 1 areas of rev shin Including date of revision Received at the City of Tukwila Permit Center by: in Sierra on I y'"a / 1 05 /08 /01 May 8, 2001 Cizy of Tukwila Steven M. Mullet, Mayor Department of Community Development Michael Aippersbach PO Box 95429 Seattle, WA 981454429 RE: Letter of Incomplete Application 111 Development Permit Application Number MIO1 -077 Quick Park LLC — Stormwater Vault 3610 South 158th Street Dear Mr. Aippersbach: Steve Lancaster, Director This letter is to inform you that your application received at the City of Tukwila Permit Center on May 1, 2001, is determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed. Duildlnit DIv_Won: Ken Nelsen, Plans Examiner, at (206)431 - 3670, if you have any questions regarding the following: 1. Provide engineers structural calculations. P lna Div,_ Isfanc Deb Ritter, Associate Planner, at (206)431 -3663, if you have any questions regarding the attached. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal a `Revision Sheet' must accompany every resubmittal. 1 have enclosed one for your convenience, Revisions must be made in person and will not be accepted through the mall or by a messenger service. If you have any questions, please contact me at the Permit Center at (206)431.3672, Sincerely, Brenda I-Iolt Permit Coordinator encl File: Permit File No. MI01 -Q77 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax: 206.431.3665 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER MI01 -077 DATE: 05 -14 -01 PROJECT NAME: QUICK PARK LLC(RETAINING TANKS /STORM WT) SITE ADDRESS: 3610 S 158'" ST SUITE NO: _,,,,,Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter #___j.._ Revision # AFTER Permit Is Issued DEPARTMENTS: Building Division Public Works ❑ Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (rues,, Thurs.) Complete ED Incomplete Comments: DUE DATE: - Not Applicable ❑ h TUES/THURS ROUTING: Please Route ❑ Structural Review Required Ej No further Review equir d ❑ REVIEWER'S INITIALS: DATE: 5 APPROVALS APIIIQYALIMSDIREniat (tan days) DUE DATE - Approved Ei Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: CO RECTI©NJ TERMINADAN: DUE DATE Approved ❑ Approved with Conditions L1 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: VUOUltDOC 1 § PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER MI01 -077. DATE: 05 -14 -01 PROJECT NAME: QUICK PARK LLC(RETAINING TANKS /STORM WT) SITE ADDRESS: 3610 S 1 NO: ST SUITE NO: ¢riginal Plan Submittal Response to Incomplete Letter # _ ._ . _. Response to Correction. Letter # evision # AFTER Permit Is Issued DEPART ENTS: Building Division Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 05- 15 -01. Complete El Incomplete ❑ Not Applicable El Comments: TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTS (ten days) Approved El Approved with Conditions ❑ REVIEWER'S INITIALS: DUE DATB'je Not Approved (attach comments) ❑ DATE: ERECTION DETERMINATION: DUE DATE Approved ❑ Approved with Conditions E Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: MOUUDOC 1 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER MI01 -077 DATE: 05 -14 -01 i� PROJECT NAME: QUICK PARK LLC(RETAINING_TANKS /STORM WT) SITE ADDRESS: 3610 S 1581" ST Original Plan Submittal SUITE NO: Response to Incomplete Letter # .. . .21_ Response to Correction Letter _, Revision # AFTER Permit Is Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural Planning Division Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete ❑ DUE DATE:15:15AI Not Applicable ❑ TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: AP1�QYY.L QUORR CT.IONS; lien days) Approved El Approved with Conditions ❑ REVIEWER'S INITIALS: DUE AATty - - Not Approved (attach comments) DATE: CORRECTION D T,ERAMATION: Approved E Approved with Conditions REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) DATE: ,► sot PLAN REVIEW /ROUTING SLIP IVITY NUMBER M1.01 -077 DATE: 05 -14 -01 . . PROJECT NAME: Q.U_ICK_PARK LLC(RETAININGTANKS /STORM WT) SITE ADDRESS: __3.61.0__5 158Th SJ SUITE NO: _ _ Original Plan Submittal Response to Incomplete Letter # X , Response to Correction Letter #__ 1___ Revision # AFTER Permit Is Issued DEPARTMENTS: Building Division ID Public Works Fire Prevention Structural 0 Planning Division ❑ Permit Coordinator Ell DETERMINATION OF COMPLETEN : (Tues., Thurs.) Complete Ej Comments: — Incomplete Ej DUE DATE: 05 -1 5 -01 Not Applicable El TUES /THURS ROUTING: Please Route Struc uj I Review Required ❑ No further Review Required El DATE: , �} REVIEWER'S INITIALS: APPROVALS oR CORRECTIONS: (ten days) Approved ❑ DUE DATE 06 -12 -01 Approved with Conditions g Not Approved (attach comments) El REVIEWER'S INITIALS: £-F"Y DATE: 8, ?RRECT(ON DETERMINATION: DUE DATE Approved ❑ Approved with Conditions Not Approved (attach comments) LJ REVIEWER'S INITIALS: DATE: VILLOVII DOC Uri ' . . . . . • . . . . . . . . . . . . . . . . . • CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS DATE: August 7, 2001 PROJECT: Quik Park — Private Storm Vaults South 158th Street PERMIT NO: MI01-077 PLAN REVIEWER: Contact David McPherson at (206) 433-0179, ext.1638, if you have any questions regarding the following comments. 1. Revise plans, per redlined plan sheets, plan review sheet, and other information — enclosed. • . ." • PUBLIC WORKS DEPARTMENT DEVELOPMENT SECTION 6300 Southcenter Boulevard Tukwila. WA 98188 -2544 (202) 433.0179 /Phone (206) 431- 3665/Fax aPwrrrw�r+..�+r" s— °r--- --...�r.- -w•v.-- �_..�- e - -- . _•,_y.F -_. �..P- TO: Pcrtcct Enginccrin�, Inc. LETTER OF TRANSMITTAL Date: August 7. 2001 10209 C3ridgcnort Wav SW, # C -1 Attention: George Reynolds. P.E. Lakewood. WA 98499 RE: Ouik Park — Private Storm Vnuits 253.984.7138 MI01.077 Attached is the following: [X1 Plans 1 1 better 1 1 Reports 1 1 Easements (XJ Other Quantity Description I Plan review comments sheet I Redlined plan set .- skits Cover, 12, 13. P13, and 13A These are transmitted as checked below: [ ] Preliminary Review [ I Resubmit 4 copies for approval [ J Submit AutoCA1) Disk [X] Detailed Review [ ] Approved as noted [ ] As requested [ ] Returned for correction [ !Submit mylars [ 1 Remarks/Comments: Attachment and samples are previded, as applieablce. to facilitate plan or permit approval. NO i C c► s to lc ioi- i i n b.s c 1 cc: File # Signed: (206) 433 -0179 ext. 1638 Dave McPherson Associate Engineer 1 1. a 1 L i a (iefonaationil WI) - A pees team el Ste Geatectocal tepdct vas reed per Cary d Ttilarila nodes 1815 080 E and 21 OS 140A Apl3eaeat vas rt pies1 and pad tortlae peer review Olin repat 110 4111 I'L' 'lir 41.1 VI i 2/1 ig iglAtilli i! !I 41 1 Ili A 11 1 i 1 1 4 11011111 "A III II 11 ga.. I i I ;141i'!1 g 1 Iii 1, lEj R o 3 1 ,fi :1 4 ,10 t5 11 I 1 .131411 1 1 12 1 I I eiV ' 1 ii Ali 1 ill iiii 1 14 84 88 8888 si ai z IJA Vaults ! L' :g:: iJ v'auks Acoess 2 Sne Plan - Prrvate Storm Vaults , 111 TOPO MI Number: 1 1 Reference 1 Item No 1 N Z 1 Item No 3 i R Z N 1 item No 5 1 tp *'. !� Z N W tit OI ' d nem iVO 11 ltemNo 12 n w MI R_ __ d Z r i w O z Z d N z N Z N 1 item No 23 1 Cover I b i 1 O_ r a ti ti I, i O 1 :IIIJ .1nn : il M ill si li g 11 i i iI I i ii i 1 2 i 1 1 i 1 i ilit y I i IH I 1y!1 1 1 JI � t t n 1 iii slit Hil in H i i i g HHHH I iii R !I111IJ Y. 0, I. Site+Plan - 1 1 m Paricmg Lot Sections 1 $S 1388AM 49 0. ^a z t NN NN N 0 6isgg N N r C N b PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER MI01 -077 DATE: 5 -01 -01 PROJECT NAME: QUICK PARK LLC (RETAINING TANKS /STORM WT) SITE ADDRESS: 3610 S 158 ST SUITE NO: Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # # AFTER Permit Is issued DEPARTMENTS: B ivision 0**„ 65 -3 -o Public Works Fire Prevention .► Plann nti" g Division du et( 6*w - °/ Structural ❑ Permit Coordinator OM DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Incomplete fri‘tr Comments: ruvei DUE DATE: 5- -2001 Not Applicable ❑ TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CQRRECTIONS: (ten days) DUE DATE Qs� 3j:2 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: goRRECTION DETERMINATION: DUE DATE Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) El REVIEWER'S INITIALS: DATE: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER MI01- 077 DATE: 5 -01 -01 PROJECT NAME: QUICK PARK LLC_.(RETAINING TANKS_LSTORM WT) SITE ADDRESS: 3610 S 1588 ST SUITE NO: ,_,___Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter #.__ ___ Revision # ��. AFTER Permit Is Issued D PART,MENT_ : Building Division III Public Works ❑ Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complet Comments: Incomplete DUE DATE: 5 -3 -2001. Not Applicable ❑ ad e. emeht_m TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: Ai AZEROVALS OR CORRECTION: (ten days) Approved ❑ REVIEWER'S INITIALS: Approved with Conditions❑ DUE DATE OS - 1',.OQ1 Not Approved (attach comments) ❑ DATE: O O N ON: DUE DATE Approved El Approved with Conditions ❑ Not Approved (attach comments) REVIEWER'S INITIALS: DATE: VUOUILDOC PLAN REVIEW /ROUTING SLIP TIVITY N UMBER MI01 -077 DATE: 5- 01- 01_____ PROJECT NAME: • UICK PARK LLC RETAIN! G TANKS /STORM WT SITE ADDRESS: 3610 S 158 ST SUITE NO: Plan Submittal Response to Incomplete Letter #. ,Response to Correction Letter # Revision # AFTER Permit Is Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural ■ Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Comments: Incomplete El DUE DATE: 5 -3 -2001 Not Applicable ❑ TUES/THURS ROUTING: Please Route El Structural Review Required El No further Review Required REVIEWER'S INITIALS: DATE: 01 APPROVALS QB.CORRECTIONS: (ton days) DUE DATE O5- 31 -21)91 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: CORREC_T(ON JERMINATIQN: DUE DATE, Approved Approved with Conditions El Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: VIRIOUlf ig PLAN REVIEW /ROUTING SLIP IVITY NUMBER MI01 -077 DATE: , 5 -01 -01 PROJECT NAME: QUICK PARK LLC (RETAINING /STORM WT) SITE ADDRESS: 310 5.1.58 _ST SUITE NO: riginal Plan Submittal Response to Correction Letter #_ Revision # _ AFTER Permit is Issued ......: _ '.■rte DEPART_ Mme: Building Division Ei Fire Prevention Public Works Response to Incomplete Letter # Structural E Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (rues., Thurs.) Complete ❑ Comments: Incomplete ze • ^M O DUE DATE: 5 -3 -2001 Not Applicable ❑ TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: No further Review equi ed ❑ DATE: APPROVALS OR CORRECT IONS: (ten days) Approved E:1 DUE DATCJl33- 1 -2001 Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWER'S INITIALS: CORREC,j,ION DETERR INATION: DUE DATE Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) LJ REVIEWER'S INITIALS: DATE: DATE: pucwttDOC YM DATE: APPLICANT: RE: ADDRESS: City of Tukwila Department of Community Development PLANNING DIVISION COMMENTS May 3, 2001 Michael Aippersbach on behalf of SRO Quik Park MI01 -077 Detention Vaults 3810 South 158th Street Steven M. Mullet, Mayor Steve Lancaster, Director Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Deb Ritter is the planner assigned to the file and can be reached at 208 -431 -3883. Your application has been deemed to be incomplete. We have the following comments: Per our meeting on April 12, 2001 and as referenced In paragraph 2.3 on Plat Sheet 11, erosion control fencing and construction fencing are to be provided around the entire perimeter of the wetland buffer (located to the west of the property boundary), This Is to be the first Item In the construction sequence and must be in place prior to any land altering activities. Please revise all plan sheets accordingly and make this requirement clear to the contractor. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206. 431.3670 • Fax: 206.431.3665 08/26/2022 16144 FA3, 14258616050 Geo Engineers Sterling Reality Organization (SRO) 600 --1066 Avenue Northeast P.O. Box 91723 Bellevue, Washington 98009.1723 Attention: Michael Lancaster, CSM September 26, 2002 121002 Sunvnary Letter Geotechnical Construction Observation and Testing Quik Park of Washington Tukwila, Washington File No. 7704001.02 INTRODUCTION This letter presents a summary of our geoteehnical construction observation services for the Quf'k Park of Washington LLC project in Tukwila, Washington Our services for this project during construction were completed in general accordance with our proposal dated July 23, 2001, our budget status letter dated November 16, 2001, and our update (via email) dated March 27, 2002. We previously provided geotechnical engineering design services for the project, the results of which were presented in our report "Geotechnical Engineering Services, Proposed Parldng Lot, Tukwila, Washington," dated December 20, 1999. Subsequent to our geotechnical report, we provided various supplemental design letterdmemos that included: • Letter "Design Calculations, Keystone Retaining Walls, Quik Park of Washington, Tukwila, Washington," dated April 30, 2001. • Letter "Additional Design Calculations, Keystone Retaining Wall at Office Building, Quik Park of Washington, Tukwila, Wuhington," dated June 15, 2001. • ' Memorandum "Quik Park Parking Lot, Stormwater Vault, — Allowable Soil Bearing Pressure Recannmendations" dated July 9, 2001. • Letter "Response to City of Tukwila Geotechnical Pear Review, Quik Park of Washington, Tukwila, Washington„" dated July 13, 2001, • Latta "Geotechnical Design Recommendations, South 158th Street Stormwater Vault, Quik Park of Washington, Tukwila, Washington" dated August 7, 2001, • Letter "Geotcebnical Design Recommendations, Private Stormwater Vaults (Parking Area), Quik Park of Washington, Tukwila, Washington" dated August 10, 2001, • Memorandum "Quik Pak of Washington, Tukwila, South 158th Street Stormwater Vault, Results of Supplemental Test Pits," dated September 6, 2001. Osoiesinees, Inc. $4wOhKS, Palamed, WA $8052 1elov+wne (425) i616000 ras(435)161.6050 wwwoloscousascom RECEIVED � I QC - 1 zooz Doi- 3�3 Do I- 3Cv'4 DO I.- 3 DEPARTMENT nrr f .. smIrlol aUi � 91.ivi it:, IlfWa'JltifiiitiiU9T' IREP l :C Ni iM I§ 00/26/2002 16 :44 FAX 14259616060 /".) Sterling Reality Organi::....on September 26, 2002 Page 2 a 009 • Letter "Additional Design Calculations (revised), Keystone Retaining Wall at Office Building, Quilt Park of Washington, Tukwila, Washington," dated October 3, 2001. • Letter "Geotechnical Observation and Opinion, Tiered Keystone Walls at Office Building, Quik Park of Washington, Tulcwila, Washington," dated March 12, 2002. • Memorandum "Quik Park of Washington, Tukwila, Wall A Evaluation and Recommendations, Negative Batter. Stations 99±90 to 10150," dated August 7, 2002. We received sets of drawings titled "Quik Park of Washington LLC, Tukwila, Washington," prepared by Pertcet Engineering, Inc., at various stages of completion during the project with the last version dated March 15, 2002. The aspects of the project described in this summary letter consist of grading and earthwork associated with the parking lot (on -site) and South 158th Street relocation (off -site) work. We completed the following activities and observations during construction of the South 158th Street relocation project: • stormwater vault subgrade preparation and wall backfill • tiered modular block wall (Wall 0) subgrade, backfill and construction observations, • utility trench backfill, and • pavement subgrade evaluation. We completed the following activities and observations during construction for the offsite parking lot project • stormwater vault subgrade preparation and backfill • modular block walls A through F subgrade, backfill and construction observations • office and maintenance building: subgrade conditions, • Mass grading, • utility trench backfill, and • pavement subgrade evaluation. Detailed observation during our construction services are presented in our deity field reports for the project, Nos, 1 through 145 (dated July 10, 2001 through August 22, 2002), Copies of these reports were given to Sterling Reality Organization, Perteet Engineering, the City of Tukwila and OLY Construction during construction. Consttuotion at the site consisting of mainly landscaping is still in progress, but all significant earthwork has been completed at this time. CONSTRUCTION OBSERVATIONS We visited the site an an intermittent to part -time basis on 145 occasions between July 10, 2001 and August 22, 2002. Detailed results of our con truction monitoring services are presented in our daily field reports for the project, Nos, 1 through 145. Various aspects of construction for the South 158' Street relocation and for the parking lot occurred simultaneously. A sununary of our observations in u follows, osogn5inter• Fik No. 7704-00142 1§ 09/26/2002 16 :44 FAX 14258616050 Sterling Reality Organs... ion September 26, 2002 Page 3 IJ004 SOUTH 1581/" STREET RELOCATION (OFF -SITE WORK) Tiered Modular Block Retaining Wall (Wall G) We observed the footing subgrade conditions and backftlling of Wall G located along the southeast side of South 158'" Street. We observed construction of Wall G on an intermittent basis between July 26, 2001 and August 30, 2001. We evaluated the prepared subgrade for modular block retaining wall footings for each wall. Subgrade soils at the locations of the lower tier for Wall G consisted of dense glacial till. Based on probing with a VI- inch - diameter steel probe rod, the footing subgrade was found to be firm and adequately prepared. The subgrade for the upper tier was prepared within the reinforced backfill zone for the lower wall. The upper tier subgrade condition was evaluated by probing using a %: -inch- diameter steel probe rod and by performing in -place nuclear density tests and the upper tier footing subgrade wawa found to be adequately prepared. We observed the placement of drainage material, placement and compaction of backfill within the reinforced zone and retained soil zones, and placement of the reinforcing geogrids on an intermittent basis. The backfill was evaluated by completing in place moisture density tests and by probing with a Yrinch- diameter steel probe rod, The wall backfill was compacted to at least 90 percent of the maXdmum dry density, per ASTM D 1557. Based on observations at the time of our site visits, it is our opinion that the modular block wall footing subgrades, wall drainage, reinforcing geogrids and wall backfill were constructed in general accordance with the project plans and ow recommendations. South 1586 Street Stormwater Detention Vault We observed the subgrade conditions for the vault on October 8 and 9, 2001. The vault was constructed on vary dense undisturbed glacial till. Wall baokflll was placed and compacted around the vault intmnittently between November 5, 2001 and December S, 2001. The wall backfill was placed in lifts and the compaction was evaluated by completing in -place moiamare density terra and by probing with a Va-inoh- diameter steel probe rod. The fill was compacted to at least 90 percent of the maucimum dry density per ASTM D1557 below a depth of 2 feet: In the upper 2 feet, the fill was compacted to at least 95 percent of the maximum dry density. Based on our observations and evaluations it is our opinion that the vault subgrade was adequately prepared snd the vault backfill has been adequately placed and compacted in general accordance with the project playa and ow recommendations, Utility Trench Backfill We observed and evaluated placement and compaction of the trench baokfIll for the water and storm drain lines installed along South 1586 Street intermittently between October 23, 2001 and January 15, 2002. Compaction of the trench backEill was evaluated by completing in -place moisture • density tests and by probing with a 4-inch-diameter steel probe rod. The fill was compacted to at least 95 percent of the maximum dry density per ASTM D1557. Based on our observations and evaluations it is our opinion that the backfill in the utility trenches We been adequately compacted in general accordance with the project plans and our reconuneudations. otoBnsiniers FI1aN°.770400141 O9/26/2002. 6:45 FAX 14258616050 Sterling Reality Orgai.._'don September 26, 2002 Page 4 IdI005 South 158* Street Subgrade Preparation We observed the subgrade preparation for South 158te Street intermittently between the April 22 and May 21, 2002. Work observed included subgrade preparation for the roadway as well as for the sidewalks, curbs and gutters. We also observed the cut and fill operation to achieve rough grade. The eastern portion of the South 158'' Street was cut while the west portion of the street was filled in areas to achieve site grades. We intermittently evaluated compaction of the fill placed in the roadway and sidewalk prior to the subgrade evaluations by completing in -place moisture density tests and by probing with a Y2-inch- diameter diameter steel probe rod. The fill was compacted to at least 95 percent of the maximum dry density per ASTM D1S57. Areas where cuts were performed were evaluated by probing to determine if any areas of unsuitable material were present. Prior to placement of asphalt in the roadway, the aubgrade was evaluated by proof `rolling with a water truck. Proof rolling was performed to locate subgrade area that were not adequately prepared or that were soft. Subgrade areas that were identified as being soft or not adequately prepared were over - excavated and replaced with adequately compacted till. Based on our observations and evaluations it is our opinion that the subgrade has been adequately prepared. The contractor placed ATB on May 24, 2002 and Class B Asphalt on June 27, 2002. We understand that monitoring of placement and compaction of asphalt paving wu completed by others. PARKING LOT Modular Block Retaining Walls (Walls A through F) We observed the footing subgrade conditions and bactdIIing of modular block (Keystone) Walls A through F located in the parking area and around the office building. We observed construction of Walls A through F on an intermittent basis between September 26, 2001 and July 16, 2002. A short section of Wall A was rebuilt between August 19 and August 22, 2002. Wall A was constructed generally between September 26, 2001 and June 28, 2002. Wall B wu constructed between June 3 and June 26, 2002, Wall C was constructed between August 17 and September 9, 2001. Wall D was constructed between June 18 and July 17, 2002. WaU E was constructed between June 19 and Jane 26, 2002, and Wall F was constructed generally between November 1, 2001 and July 15, 2002, We evaluated the prepared subgrade for the modular block retaining will footings for each wall. In general, subgrade soils varied from dense native glacial till (Walls C, D, F and a part of A), to structural fill (Wall E and part of D), to controlled density fill (sections of Walls A and B), to a 2 -foot- thick mat of structural fill placed over older fill soils (section of Wall A). Based on probing with a 'l4-inch- diameter steel probe rod and is -place density tests, the footing subgradcs were found to be (nca and adequately prepared. We observed the placement of drainage material, placement and compaction of backftll within the reinforced zone and retained soil zones, and placement of the reinforcing geogrlds on an intermittent basis. The backfill wu evaluated by completing in -place moisture density testa and by probing with a Vs-inch-diameter steel probe rod. The wall backfill was compacted to at least 90 percent of the maximum day density, per ASTM D 1557. c7eo8t1>slneer� File No. 7704-00142 us /[tl /ZUUL &U:45 FAX 14258618050 (boos Sterling Reality Orga. ,motion September 26, 2002 Page 5 Based on observations at the time of our site visits, it is our opinion that the modular block wall footing aubgrades, wall drainage, reinforcing geogrids and wall backfill were constructed in general accordance with the project plans and our recommendations. Stormwstor Detention Vaults (Parking Lot) We observed the subgrade conditions for the two large stormwater vaults between August 7 and September 11, 2001 and observed the backfill that was placed and compacted around the vaults intermittently between October 17, 2001 and June 17, 2002. The vaults were constructed on stiff to very stiff and/or dense undisturbed glacial soils. The wall backfill was placed in lifts and the compaction was evaluated by completing in -place moisture density tests and by probing with a flinch.- diameter steel probe rod. The fill was compacted to at least 90 percent of the maximum dry density per ASTM 1)1557 below a depth of 2 feet. In the upper 2 -feet, the fill was compacted to at least 95 percent of the maximum dry density. Based on our observations and evaluations it is our opinion that the vault subgradea were adequately prepared and the vault backfill has been adequately placed and compacted in general accordance with the project plena and our recommendations. Office and Maintenance Buildings — Footing and Subgrade Preparation We observed the preparation of footing subgrade soils for the office and maintenance buildings, inciuding plaoeroent of structural fill to achieve design grade. Structural fill, which was compacted to at least 95 percent of the MDD, was placed where needed to achieve grade. Observations of footing subgrade condidons were also made to verify the recommended allowable bearing pressure. An allowable bearing pressure of 3,000 pounds per square foot (pef) was recommended for footings founded on newly placed structural fill compacted to at least 9S percent of the MDD (per ASTM D 1557). We observed footing subgrade soil preparation and unsuitable soil overexcavation activities for the office building between November 11, 2001 and March 25, 2002. We observed footing subgrade soil preparation and unsuitable soil overexcavation activities for the maintenance building between April and April 10, 2002. The footing subgrade soils consist of structural fill composed of imported pitrun or on -site glacial till fill. The footing subgrade conditions were evaluated by probing with a'h- inch diameter steel probe rod and by performing io -plaoe density tests. Hued on our observations and evaluations, It is our opinion that the footing subgnade soils were prepared in general accordance with the plug and our reconunendations and are satisfactory for the design bearing capacity of 3,000 psf, as presented in the soils report Utility Trench Backflll We observed and evaluated placement and compaction of utility trench backfill for the water line, storm drain lines, electrical, sewer and other conduits installed in the parking lot and arotind the office building throughout tfrus duration of tba project. Compaction of the trench backfill was leveluated by completing in -place moisture density tests and by probing with a '4-inch-diameter steel probe rod. The fill was compaoted to at least 95 percent of the maximum dry density per ASTM D1557 in the top 2 feet and to at least 90 percent maximum dry density below the top 2 feet. OsoZnitnrrr$ Irk*. . 7704.001.02 uer /LO/4Uu.4 LOi4D CAA 14ApeOlouou Sterling Reality Oriel IJon September 26, 2002 Page 6 ,•••"'1. 10007 Based on our observations and evaluations it is our opinion that the backfill in the utility trenches has been adequately compacted in general accordance with the project plans and our recommendations. Subgrade Preparation We intermittently observed preparation of subgrade areas in the parking lot and around the office building between July 10 and August 6, 2002, We also observed the cut and fill operation to achieve rough grade throughout the project. The northern portion of the parking lot included the deeper fills while the southern portion was hi a cut area. We intermittently evaluated the compaction of the fill for the parking lot and access road areas by completing in -place moisture density tests and by, probing with a y,- inch - diameter steel probe rod. The fill was generally compacted to at least 95 percent of the maximum dry density per ASTM D1557 in the upper 2 feet and to at least 90 percent below the top 2 feet. However, some areas of the site were not compacted to the minimum recommended compaction criteria. In these areas, the performance of the fill was observed and considered acceptable for the parking area if there was no excessive pumping or rutting under the equipment loads, Areas where cuts were performed were evaluated by probing and proof rolling to determine if any areas of unsuitable material were present. Prior to placement of base course materials in the parking areas, the aubgrade was evaluated by proof rolling with a water truck. Proof rolling was performed to locate subgrade areas that were not adequately prepared or that were soft. Subgrade areas that were identified u being soft or not having been adequately prepared were over - excavated to remove the unsuitable soil and replaced with adequately compacted fill. Based an our observations and evaluations it is our opinion that the subgrade has been adequately prepared for the pavement areas. CONCLUSIONS Based on our observations of the construction work summarized above, it is ow Opinion that the work discussed herein was completed in aubetantial compliance with our recominendadons and the project plans. GeaBnatnowf ll File No, 7704-00143 w. • 4/4.4JOUA...41.11.111V IVA* AVLIJUVAIIAVVY Sterling Reality Organi September 26, 2002 Page 7 Ity It was a pleasure working with you on this project. If you have any questions regarding this summary letter, Please contact us. r4d0a. E)la / 11 / 6.9 K00:141341:KOImh IstininVinals17?0400102sumitt.doa Two copies subrnitted Ovagniinecrs Respectfully subtnitted, GeoEnginecra, Inc. Robert C. Metcalfe, P.E. Geoteclinical Engineer Kenneth G. Buss, P.E. Principal MU No. 770440142 MAYES TESTING ENGINEERS, INC. September 24, 2002 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188 -8188 Attn.: Building Official FINAL LETTER Re: Quick Park Permit # M101 -077 3610 South 158th St. M101 -120 Tukwila, WA MTE Project No. E1243 Gentlemen: Everett Office 917134th Street SW Suite A -1 'Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E•2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Sulfa 190 Portland, OR 97211 ph 503.281.7515 fax 503281.7579 This Is to Inform you that registered special Inspections have been completed for this project as per our reports, copies of which have been sent you. To the best of our knowledge, all work inspected was either performed In accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. Special Inspection was provided for: 1) Reinforced Concrete We trust that this provides you with the information, which you require. Should you have any questions give us a call. Sincerely, MAYES TEST) ENGINE Michael S. bolder, P.E. Vice President MSD:jwr cc: Mike Lancaster, Sterling Realty Jerry Cochran, Jr., GLY Construction . ` ~~ Ali'" L ''y SEP 3 0 2002 GLY 6 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director September 27, 2002 Mr. Michael Aippersbach PO Box 98429 Seattle, WA 98148 RE: Permit Application No. MI01•077 Location; Quick Park LLC • Stormwater Vault 3810 8188 St. Dear Permit Holder. In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit Issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit Is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: •Coll the City Of Tukwila Permit Center at (208) 431.3870 to arrange for the noxt scheduled inspection This Inspection Is Intended to determine If substantial work has been accomplished since Issuance of the permit or last inspection; or if the project should be considered abandoned, The Building Code does allow the Building Official to approve a =Him extension up to 180 diw . Extension requests must be In writing and provide satisfactory reasons why circumstances beyond the applicant's control have prevented action from being taken. In the event you do not call for the above Inspection or request and receive an extension prior to October 18, 2002, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation In this matter. Sincerely, Kathryn A. Stetson Permit Technician Ct,OzivOko Xc; -Pernik FIN No.MI01•077 Bob Benedicto, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206. 431.3665 how 09/14/01 09:09 132535890399 PERTEET Ii ooi RECEIVED FAX TRANSMITTAL LETTER COMMUNITY 4 2001 OEVPt npmCt,IT Perteet Engineering, Inc. Civil and Transportation Conswltdnts 10209 9ridgepoit Way S.W., Suite C4 Lakewood. WA 98499 (253) 9144138 / FAX (253) 589.0399 TO: L••/ itoii%iimy LN /iFrsar ouw A r" We aro sending you toe followlay: �rsL OF_ tow or Ail/ /14 • PROJECT NO: *NW Phone: FAX: AO" 44/ -464r (253) DATE: - /(1- d/ This is page 1 of 4.r. pages being transmitted. FROM: Clime LN /iFrsar ouw A r" We aro sending you toe followlay: �rsL Liaroft otob ayr Ai*** PROJECT NO: *NW Phone: (253) 984 -7138 FAX: (253) 589.0399 RE: .9!J!4 AA& or A4' LN /iFrsar ouw A r" We aro sending you toe followlay: �rsL Liaroft otob ayr Ai*** f ulcer Ofri✓dr ill A e444 cos wit Awe' AO F your: i Use As Requested Ori ' foal to follow b mails ■ Yes • ■ ?`"1 Review / Comment Information No • Approval • Other REMARKS: doir f ulcer Ofri✓dr ill A e444 cos wit Awe' AO '741.14*. -. eid0, 1v e,' 1, g.414441.N.t cc: Please call Heather Kovarovic (253) 984 -7138 if there are any problems with this transmission. 09/14/01 09:09 $253589 399 PERTEET SEP -11-01 01:54PM FROM -GLY CONSTk iON - MVELAKE HOSPITAL 4284321/64 • 11;01 rra 6/06,41016 •bale MILES.01. SAND ONO UA•v04 e0111HINV r.o. sox 130 AuIIUM4, WA 94079 OQNClllt1t • GAAVEI. • CNUS40110CK • SAND PLANTS IN Ltaaltel WS * /AMA 110i MUM PAN ON MOM MN WV* 12,41rp4H1 04•017•r t3M a1W1•• A1M106061 Wants. 13.2001 OK Ind Asmelaus 14400 11114401P4a4 0203 14110,0A Wolkissmo 04007 T -3T3 P.02/04 F -160 O wIamass Wr imrsbi MrNllit rw 16 IMI* Is IN* to seat, Ne is o ins tor Yew 104011blig P10100 volt pry. VW SAWS ref muds ems A$TMl at ACI M1aYods flr Mta0 em 1e...11 n.. a1lthsla Cues (Typo 1.11) Coarse A pegett,(l/11 Fire Aggrogist ($d) Ir�1 Pobfieed Wass 611 lbs. Ilia lbs. 136011x. 65 on. 270 IN. Ai r shat t• as ACS 4 * t 1� i k $ rin�lbr abc. Tim s Awn any garyd mar nr~6 Armor YNAY1rr, please (3$3i M SAND AND GRAY . CO 4PANY • Pt ss- DMNO Aim C061116110*N0110 0 .1 R4v111 AND MU s. 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ON - OVELAKE HOSPITAL • bb/ idI.,NY♦ ...' . idddr.ed+ low 1 5.17.00 000 1.17.00 0.00 s.>..00 a.7i 6.21,00 6.30.00 11.00 0.10.00 0.10 1.64.00 1.50 7.17.00 3.76 7.21.00 600 1.31.00 6.00 11.1.00 1.00 4 PERTEET 4204521004 ! T-273 P.04/04 F4110 0 .- *SWOP M. .• .r ON .• • . • ••■ 01 0310 5010 6140 101 II 4010 3010 0110 100 0070 00 4710 0140 1010 300 110221 30 . 4400 1730 0070 300 1100 40 4040 5730 1720 0 0720 10 4.10 0170 6430 100 1000 412 4140 6410 6410 140 0410 70 4010 1010 3010 00 1000 70 4170 MO MO 200 0620 66 4010 1030 1770 100 1000 70 4710 f 70 . , 300 1010 00 - , 110 6047 100 167? 0100 6137 173 5 1611 IMO 10630 6311 6076 11111 Mit alwiPrk v x •wRork � Mn ra DoriMI , • Cagleisi1 M varioMlan, V 011111A -y N1u Day 1Mw n•Ta'It CAR. at Var. Md Dos 1121114641.0 Colt N VMr. ON Pal 13 131►Ps 711= PSI 1,71 % 123 PSI 3.0% 110 Pal 0.1% MaglagiREMEan MOAIrsCATION F/441011 • 1.000 f • 831 PSI tar • 10 ,1,ii a • UN PSI for • to + =.:14 -100 • 0740 PSI Min SW. Avo +iaNlrlll Mir 1111040 WSW", 1164 Sump AM Air CIMSM Ate Air Car64n1 Mw /fir WWI Min Cam. Ti11M. 641 Cana. Tirrlp. Mkt Cana, Tin* vAUD, 141 Tetra 3010 MI 07x'1 PSI 73SO PSI 3.00 IN 4.01 IN 11.30 IN 0.0 % WWI 14 0.0 M 30 P Ni P 71 1004 9111111CommtruatIon I r71/L. UL Quick Perk Perking Lot / South 138" Street 361 0 South 188'" Street Tukwila, WA 98189 Phone: 208.241.3201 Pax 206.241.9181 FAx TRANSMISSION To: N Noll Torres D Date: S September 10, 2001 Co.: J Johnson Engineers J Job: 1331— Quiok Park et Parking Le: , 1335 — South 158 Street Fax #: 4 From: A Alan Campbell C Ca (206) 241 -3201 1t Re: E Epoxy Submittal PCO #12 Attached find the submittal for the epoxy we want to use to add the #8 bar to the vault walls. Please approve and fax back as soon as possible. We drilled these holes Saturday and want to epoxy today.: Thanker Noll `2' s= Please call with any questions, Thank you, Alan 418.4 oe/ I N'.I Pfl.I fir FPO 71e Owe✓a f4MI#41 gre ', rl''LCC .o NO p 1tR�SUt NOM MIT o RL CTIO, see sang for pawl IVO mow with was COMM • ws tr p 1 . w IMMO oomprenw Win irevesein M the Cwnrocl oocu�rw mob on Iho shoo *mi. 6010 who, do NS Wlow conrww treve eiwallwee aWs op,Arsmsn s d Met pion oil M t isssemblywhioh Mori 1 logo* wood *MEW lo mph*, lor disounioho OS Isms ono °a mload M Mn lobi o, Woholios M+�i WOW* oWMy M ISM 0Wal on ptrt ea W tale asoi moos, s 01 mo/hals, 000rdl 1 wawa Mir milt pao�w. or aonwvcioht of WI bastes; owl for asinine a1 owls U e wr sokokscoory CONSULTING mein 1... 1.�., Ia.Q1idTtlAVE. N.S.II / :r. 13E:L4VVE, WA wool TEL. � 0 454413/ �, or' . DEPARTMENT ORAINIVIRr 1Y1ldSOH 3SY73A0 - NOI10(Ili1SN0] 410.00iii WY00s10 10.01 -d3S • ••■• ••• • • Iwo, V.* I • EPDXY-TIE ADHESIVE • - IFIIFIR''' „, RI, 1 4 l'" )•'. InF ... , 1 o• • r , I" .1 1,, 1* • 'ii 4't 1 \\I ... 1 Vt ab ' I I I ' •i IS . ' • PI, -Nr • . ,, . I • ar ---. ' ill , I e 010 - 4 0 ( so 1 k • ' i li i — - i ...'"u• • -IN e ' :- -.4 t.cL.x. tl• fr. It ••• i • ,• w". 1 r.. t . i,,IIVI:)., rlisj''' ''' - 4' 1 1 /. .. ,..,, ,.. .0. • , ...v. e • , t.- • V ?"4. f . 0, *," ..4r. rell ' .. ■ ° ." ' f: it :ei AP 914. 6.■ Air- ' . „4,4, ., . .. • -. : :Litb' • s..* 1 /V .1.,„ y . . ..,...... . .- t Ing t .., , a (.107E4 1110.4.- ilk A J • I • Oed • --- 1. • • • 4 " • • i•J to C101.4 011/711•4 Oirrai < • "fi• •!- P ' • v 4 •--4• •• • tOR170470 • 1:91k.f , ' ' l 4* ••• ht *".1 • Ar1C1101.11.0.4..'-'. • ..ti:fielppr ; ••• :•.• • • ;-'. • •g,t1r-f.::'4.°7;:tk. ii.-.-...',;:, : • • • • .. 0 a . • • • -4.• , • • . i 1 ■ •' . • • A., .. ,. ' .s.:1:A*0134111iC 'Fibtr9f11 : f • 4.020 • V".1. .. , P•barInp csiasubinerged applications „t , . a ..,,3p.votti4policiatidni 7,:,... • , • 1. ,. • 41 ' •43r4tiektijeotiori '. l'..". • ' lk•'.. • ob. . ,.. i • ' -...-. ••Acincrehi-tcrOdnoretitionOng A • I. , ..0 • 9 . . , • .... ,. .... .. ,. • a` Gotinespioductiondate of, . • bulk dig:engirt with thee, bnvbnience, and.epo/30 'ef beittidges.; '0: • •0 1 • . ;ribs corlijete. St dz. ,oxyT(e systqrn.(58 oz. cartridges, ' ., SOTS6AP and. ENINSO) provides • •• •••;cilsOlirisittgq'ates coparable*to bulk dlipetisirt systemd, without' .the,cost:Plue, the'Epbxy-Tie ! „system,11,0ortable. there's Jess . • .vtiterittinirnal oleen-up. and . . • , e • . • .. * eartrOacjqs•assuie accelrate• • . . . . i , fik proportioning and mbsino. ..'' . . . ' P. ' 'w • 4.. • • . • .. ' t • . . . • . • .., z .6' • ..- • ..:. , • 9 j.; . . • , 0., • , • 7 . • ' 49 i'''.;7; ?CI 2 0 0:1 .4)• .' . 4.4....pi •.'j& 4'N LI .1)." ',A.., 4 0 '4:7 lE: ‘. iNc3 ...AP •• • • f f • 4 %/L.. t.) . , , • • ;17• 1r .9 1 • * 4 11 40.* • •• . , .1,3404 - ."7111.11r 1 e — _ . 15,1 4.J• • •• IVIldcAM 1VidliAM • WAIIIMNIA101 AIM 4'014 • 4. • • KVIA;a1 • V 8 1 c i 1 • oionverdent 23 eL sine or most lobs. (Mode 8Pt'22J ST Insflorvies Tarn 1 Large Si nL cartridge porkies $ha pr.Mut economy. (Motel BT88) 1 Pc•r4nt amble WO ivy be rwarly rnbroo4ins b•rntor Pittitc,On ;M1 tenpNMurnL 2'Cr1' %•32)/1,0 Sett and Cure Schedule Sensitivity 11ae1 M tlsl_: 4►e'P • (co • ; N'$ 0, (WV , . h'P '` _ tier el : . 1Nt'F • owl, ♦ hey gc Ttmf i 1e rev 0 Sr, a hrg Curt Tim f 72 Ws _ 24 hr. _ 24 hr. 12 hr. cIs_J cnien•.I Mbtwl bot170V01p ST -High Strength Adhesive Edetry.Tie ET is a two ►comaonenl,130% solid eooty.based system for use As a high Strength. non•shrink anther grouting materiel, pe n and hardener t.1 dispensed and irked simultareoutty through the mixing norzie. CT mar, :ys AsTM G•481 goeti ►eatfon. for Ti e 1 IL IV and V Gide 3. Classes 3 and;, • hitcher grouting and mbar dowelling • Bonding hardened concrete to hardened concrete • ArtSum injection of wide width creeks a4i • �.'. • As dick proof sealant around doors, w,ndowe and intone • Pgsfe•Over for injection CtlOt s: IC80 4g4S; 311C01 9•1143; City of LA a426183. AR26120,1< u, .:`t :� • Listings, The L01d Tables N6t values based aeon results from the AMC: re:v: testing and rosy not retied thou In current tCed and City of L.A. reports. When theca code tunsdidlons apply. consun the current reports low axhcsble toad vatoot APPLICATION Stlrfute to maws 'Dory most be awn and sound fooxy should not be installed tit or through standing water, the bud matOna! tem$rature must be 40 F or above at the time of instaltltir' for yes: ` 1.1, material should be 70" >` • 80" i et the time of apotscation. Carthage; u..: be immersed in water to facilitate warming To warm cold Mlttr+al, ten cartilages woo bt holed in a warts, uniformly heated area or storage container for a sufhd,M time ►e allow ODOty to warm completely Mind material in moult Gin harden in 54 minutes at 41emDerature of 40' P Or above BNELP tit: Two yews IrDM date of manufacture In unenvied container, STORNI' CONprD$$: Store between 60' P • 80' ! TO eto•t eavtiehy uft: artr$d01e, Peeve hardened red' in Mica To rt•ute. each new Mg's COLON: Awn - wh,M, Herdensr -. biac4 , amine based, When moony nutn, Ff adhesive will bf a undorm medium gray 6010r CLE* UP Uncured m tensi - Wipe u0 with cotton cloths: II deo* shrub area wdh itbrss+us, wahrbased clasher and Stull+ with w*V" It sODrovn t, &DMM un St used Cured bevy - Chao or grind oft sintace many ConitsttruV (77' r) Nett O/fIectlon Bond Strength Water Abro►Otyon Con+DrluWve VleId itr/ngth Compressive Modulus fist Time (T7' P) TUT MBI$08 AVM 0114 ABM 0548 AVM C ae2 AVM 0U70 A5TM 0 686 AVM 0 695 ASTM C $51 IItNUIti NDn•SaplthnoNOWg dates 168'F (76" C)iYrsi 4140 D (14 drys) g,1v% (14 tiger, 0,174 DQi (14 6:1.1 13,390 00 (7 drys; 658,100 psi (t days) 10 min • 60 go" rolls 30 min • Thin Mm CMBMICAL IIUI&TAIIWt Very goad to isaailant against d,AiIutd wets, lnp►Qailic cards site a :>rECa, PURIM orpamG nide and inrat4. end many omperrc $olvrroc Peer ace Pt: t{mrtf. INGESTED 6PPo1FICAT)O$8: Anchonng Adhurve s)'ittt be A two'conrovn.M seed sooty Dried system supplied in manufacturer's standard sidt•by'srde cartridge and dispensed the ugr. pa sr><t'c• miring /Mae,supplied by iho nitnutuxUrer. EDOry Shell Milt rite norm .m requirements of AVM C•881 sOKrhutiOn fDr'I ios 1. 11, IV, and V, Great 3. Class 8 and C and must develop a m►ntn+um 13,300 Dsi corm:mpg y1114 strtngo ago 7 ay cure, EDO1y mutt have a heat deflection temperature of a minimum cti9'F('►6'Ct• Adhesive ihali be etln�y Tin ET rrom ��g � �l) RleUOnton. GA. Anchors 040 be Installed oar simper ij tort:Dov•Tte SEP 12 2001 BUILDING DEPARTMENT 1WIId¢nu 4V10,44141 » unl I►Vt>ritunn 11440114 wvintrn 0w41.4e4 1 b 1 1 1 • QN 1- ,�r: �allrlt4 etd!`� Tension end Shear Leads, for Reber Ooweb In Concrete RAO 3Is 11e. melt t. DOI 1tI Ole. le, Wood, DtieOt to, MIN ..'. '• :;.I .. *pftl' e t 1 .73Et • In. • •' nru+ ' ,*:,1:::•.,. -�;," Cfhjtjl : NO peel, • . In. min •.. '!''.4..!4'. ,. ,: • .. • . , • • • .r ; • tla le f lad IMO er lend $1114) . • .. l ` • .� .,. • :fi li $,Slwet t�iId 00 Iltilinjlh : re so tat W (13,0 Is e). :L.- ' '' • ' Mkt* • . re s. ego pI iv. - ):.. . . • CMttteb • ..,. •'• ' 5 . 'ilia Witi1N Uualsi IIf. sU. ow• ill, IN Me*. Mt, IN Wlenwe Ili. IN SI0. Der. lee..;t Una IrT771 ;,; Mfetwlte ,' " • OA 7) (12 9A a "a 10 . � r,) "a tb3 can 19.6 0 19 6 (2 130 ��►� �i� ii! 196.0 • ai 116.9) •�t thfl 222.. ifil �� ININ e[C ;; �Jrr1 11td 5 113,4 y; y� 133.11 W 101 a.278 i1911 7/6 n II� 1 0.580 tdr o) 21. .. MEd ; �n at at) 1 ,., I FhAllEti ICII • 11111111:111V4 131ilt,lY ■i '40111,1 ' 1tu ! III MA 31 ertl'� j• NUM' • • • ' n 31 • • • 120 t) 1 VI ,#fM ! • , `` Fd. • s o One) 1. %'' �ttj i[Itii 0 EN • • KIIII ■■ • • • * 111 1?t•d) OM 1 14 i M r ,1 relief INIFSIMICIIIIMMICII Rd �IQITi>tIT ��yy jj �I I? 7■1Ii IRVI t 11 O,a 4 • • MI 3o.y0 113,•91 • . .1 • ►' . I • • • =3.. 108. • IN 12 >i1.40 • (It; ■mil I • P 1 Timbers Lads torThr'eedsd Nod Anchors In Concrete Stemwdll Mel OMI. IN. a 1 ti 46. 7111 • 4 ms • filtroorell MAL . tt•100 e • Mud es Mal iteMW re Is IN NO 119.1 M►O) s EN11611 zr 241 3 e la 127.0 I t J ' ,. !%' lAtl'E1� /�Y'LaC>'.J ,�r�•' {� �JYiy1 RIa.J CnlGr1•,l lrtre.t i0A170b07b 'IVs I.1 flU 7014A0 . 1 Allowibtm fond mint be the IftSer el rot bond or steel t«ringttr. z AtleMlble tenifon loads inn Of increased by 33934 DVtfl? fir• d+ort•tenn Itudhb Oue ;r. w•na s: SIiS nIt it her DAty 1 thanolinst ernolor•+titr ossr's listed 3. The auo cable loads Wed under . alitraetk bond in tht 11b1! ere bued r i at eaflty litter of 4.0 4 peter to Imo 35 for allo 4bk bond tteofh idlnstmem ft,ft.s for cog,Ino and td9t (MinAtibm ern0esrntits aelet fo ten btriturt SertatAPy Ctgrt for $l Owfble bond strorh 'Mutt on for temoeraturc 6. Anshort Cm be tiled fo r%Ldt tendon forces In coiti0 or wsu n►t liliglon$ wntn SOW tortddsra•oi •e g4wf' fn ill• lemurs sand;? A Up end end dJiIsne•• tor Ihrea bed sod In waits fotAdelcr+ atemWDU Da u• . 1nt3t�fi0llG,•, 1 allpwabl4 Iou! must be the IOW or the bond of ettel strew*. z Allowable to Von fiva be +hCK $11) b`l 33W4 for short•term aiding due to wind or aesTK form 3 Tht iuoMb1i loidi listed ends, iroyoli s;na in 0, table art Milled on a Beret, aaof Of +fi• 4 Roo to Temoer tune Senswnhr Chink". elpwbis bon0 itw'resvc ie ►vr' Mmtorat . OA ay) 5. 0/0oi • r Jr- eoNaderirfrvr+.$ lawn tv ��c+irK: ass SF r � 2 7001 un I t rltltl I owl L,flu .1 sum stn i -Aoc DEPA+R7'NIENT 31 - sir 11Pflp11 Tensions and sheer Loads forThmaded Pod Anchors In Concrete ,::. ■ ' M.e Me • IA.: • o w ad 9 5 1/2 12. • .; . • bihI do DIA: ' h►. • 91 . 11 i ; � . :',, T �t • r },I. .�•..: , ,; .• ►•;: ;:� � -, ;,. ,-.41 *I; ti .•;;: ', , these/ o $n J,_, :�..:• : A .. ... • N,,, __, •• •. • � : ' w ; - r• t,•o �•;� 1,1:. � ; •>sllfaOrttae .. ." rued ill dYif' • ,y' �).��. •t: . ,: " o' ` ' Etiii d , *lb Is, • • • A 1/A 1. ,0 • ,. ®�'7 V �. 3 cm 39.0 . air •C1t1Net. W. 11!, t 11 12 1 A .■ ,.:: ...',. ;. :, . ``lI D hP W 'f.$ t, +10 9 e T 1' dl it 11 AI ywrIM •Ib1. 2,106 (A.d ��.r�� �iL:1) T A.535 20.2) land .AIIONIrls 16. di 3.$3 i (61 • 4.: MEW II.wlf61.' ' I lig1 1,815 4. ; • 1.0IM . Be • A1I $ IR t# fl0'.� 2, I' 10 3 Willlial 6'g MINA I� :Allaw00 r Is. Ifl ' 23.2 Hs 2• Alb 17.1 3,78 16, 319 1.41 204 15.9 13i 3/1 1270 SNOW 20 W liiimiii • 22' ' 11 MI 15130 11 1151 3.3 . 13 4 • 7A 22.= 11.3.9 103.9 1,1.0 9.0 A, 110.2 .'r S 0 S.A EWA NC..M W 50.5 . 1. isowable toad must bs fltl hie Of the bond or slit sup* 2 Pembll tension bids mw be locro klfad by 331414 for shop tnnt loaerng duo to w.nd e► mow total 3 'N iWowsbli load% IM1d wd.'4'Iow* i bond •n the tAbie 1n fused o i salty taoot Of 4.0 A, able y)6 nee 21 for Avowable load idlu+tmen taean 10r IDE IIO and ado &aunt/ $ 5'4, to tefrovatun folitswidy Cho tot enewablo bend strength Mdue,$0n htr tonven*twi wpm lelyi. 6 ArrnOto can Oa tatrd+0 reslal trWlln torte,' c.4lmo or wall trstilatbnn wMn opOcIal tOnt•dIMla+ 16 rim 10 Me•rvb0lUnt COndttlons Tenalon and sheer Loads for Threaded Rod Anchors In Grout Filled CMU AO left. In, brill eM OW Ira EfnOtN, broth la. � MIn. Idle Old, 14, Mln. • End GIN. Inv '. .n/ • ' e" "T" um to ' 1 WN IfI Ii/11w cMu FR: iiiikiiiiii Ow Lao IR 1:I 9.41 ► 7 a led II 111 �11 au 11611FallEallialra • Ira • ,:i MI IlEttl rii " IIIMI 101 0 71 ISO (1.6) 1,3211 , "Ai • .' , • I1..... 3311 (1 5) or •' nom e a '1106 HEIFAIIIAIRMIVal II • 1.1.0 7. a aid MI 10 e 7n • 10 +.a It1 Naha below Tension and Show Leads for Threaded Rod Anchors In Hollow CMU WON. M..: --- .• ' IMO Mt • py, ' lb. .�` Imbed. bulk ' 111. , Ant r MM, .041$910. , • ' III, ' ' 1 ' Nir. tell DIM. ..' ' it likkfa '. .n/ • ' e" "T" um to ' 1 WN IfI Ii/11w cMu TtprltNk Ned /mar Lad UN** 1 . �AllaUiViirsola NK.01) Ira. (lent 1 ( Allowable Ile.. ON a led II 111 �11 au ' el & tv.en TOM 12 a . : . 62) ' • .,. , a 11 41.5) '4I t .ti 17,19 ., . . (s ?11 ISO (1.6) 1,3211 , "Ai • .' , • I1..... 3311 (1 5) y 1101 a 1.2 4 101. • A 541 117.- a Jib 1.3 O$TM C90 Ind Ue0 Soindvd 3A n 1b4 'Not mAlon y u thin dwuhd. t'iy are 10 to u weight roWM w"* c010$4n av1 t4 10 I► ro tp ASTN 0475 won a r*Inunwm eompt Ivt etr�nqut of 2000 P1'. Moor 1N1 'foul Shall conm0ty wnh HOW, 2Iw Or the UK. Embnkn'et de01I is ►mwiwi0 from Pi Out141 tap of tiv Co«cnite maaoe►y vat SR I%L i n dumps $ taco alien New 19 Tin.Mr4tyv Gwszvity coot for sQewabtt WO st ine) reduC3len VIVINAINN 00404 Only), CIA•..I onibn'd 'Preis Allowable nigher placement M grout 1III4d cMU shown by •had•d ctrl. ,.o. Mall b1•t•ba1Irn Tuts WI W10'm d with the rod In Me WO( $1 114 6101 tarin we in pa T lode, t0 for*dl dab If'd a nl t,, anthOr Ct! lei oetid anywhom within the 4>ii 4104 £60114.06) retll , M nptyltn end ono mg, dKhnees aooby Placement In all Owning P4 I 1 Hollow CMU SEP 1 . iAn114tCei 1VII,Uifilt urnAn Ilntlan111Str0a r11t)- i40dld BUILDING parrs i D•ill�I�is 1 1 r JOHNSON CONSULTING ENGINEERS, INC. 1380 112TH AVE. N.E. SUITE 100 BELLEVUE, WA 98004 (425) 454.7137 FAX (425) 637.2949 OPFICE@JOHNSONENGINEERS.COM PACS /MILE TRANSMITTAL SHEET T0: Alan Campbell COWAN?! GM' Construction PAX NUMBER: (206)241 -9181 PHONE NUMBER! 206) 241.3201 FROM: Noli DATE! _ 09/10/01 TOTAL NO. OP PAGES INCLUDING COVER: 6 lOS NUMBER: 10304 tat Simpson Epoxy Tie Specification PROJECT NAME: Quick Park Parking Lot Detention Vault (Republic Park Detention Vault) 0 URGENT 0 FOR REVIEW 0 PLEASE COMMENT 0 PLEASE REPLY 0 PLEASE RECYCLE NOTL /COBLMENTL: For your reference. Cc Ha RECEIVED SEP 12 2001 DEPARTMENT Alan Campbell From: Sent: To: Cc: Subject: Alan Campbell Friday, September 07, 2001 3.24 PM Jerry Cochrun, Sr.; George Reynolds Michael Lancaster, CSM; Michael Aippersbach; Jason Horning; Jim Karambelas Private detention tank rebar spacing Gents: I Just got off the phone with Johnson Engineers - Noli Torres (425-454-7137) discussing an issue with the wall rebar dowels for the east vault (RFI #31) . We have a 25 If section of wall (out of 980 If) with the wall dowels 2" to 4" short. i was asking if a "fix" is necessary. During the discussion Noli asked which set of drawings I was referencing. I told him the permit set dated 7 -8.01. Noll informed me that the revision #3 set of structural drawings dated 8 -13.01 would supercede the permit set of drawings. The permit set of drawings call out wall dowels as #8 0 12" on center; the revision #3 set of drawings calls out wall dowels as #8 i 1" on center. I reviewed the approved rebar submittals; they too call out #8 012" O.C. We currently have the east vault foundation poured with dowels 0 12" on center. We are currently forming the west vault foundation. I'II make sure the spacing Is OK on the west vault wall dowels. Noll is reviewing the east vault foundation now to determine what needs to be done, if anything. He Indicated that the spacing was revised due to the soils report - hydro static pressures. The revision #3 drawings were delivered to GLY the afternoon of 8- 29 -01; we placed the east foundation beginning 7 AM 8.30 -01. Noll will deliver a fix for the mis- spaced verts today. He indicated that it will involve drill and epoxy of additional #89 at 4' -0" O.C. around the perimeter of the vault. l expect this fix shortly and will distribute to NW and ARH. This means about 250oa. additional epoxy verts for the east walls and 250 dowels and verts for the west vault. The east vault walls are 90 to 95 % buttoned up. Tomorrow, ARH will remove outside wall forms and drill the additional holes. Puget sound will supply rebar no later than Monday noon. GLY has authorized OT removal of formwork, drill, epoxy and reinstallation of formwork. MAN POWER TICKETS TO BE SIGNED DAILY BY GLY. We probably will loose a day, maybe two on the schedule. The original question regarding dowel lap length has been resolved as well. Noll stated that the 36" lap Is OK. No remedial action required. These resolutions will be faxed here today by Noll, cc: Dave, Steve A. - ARH Mitch - NW Const, Please call with questions, Alan Campbell Protect Superintendent GLY Construction - Quick Park Project ph:206.241 3201 e -mail; alan @gly.com 1 %vsr) 5? DEP ART MEW' 09/02/2001 15:13 4256372949 • • • • • • • J C JOHNSON PAGE 01 JOHNSON CONSULTING ENGINEERS, INC. OA • 7-My49�. Re: E3A I.Oe4A T10 Pages: Z CC: 0 uroint 0 For Review O Marie comment L1 Please Reply 0 Please Recycle • • • • • , • • • Papubllt P4'.dk. tdi Y/t Uorhcal frtrf ix walls .... adI;h'b\4 v et/ 1.440 M /0ealed INSrGIe 1ie ejUS'f'I►1'f hotizoi4W Grt�9' 14' boa 4144)e jit%e# ■ pike e,d/ JP:vi • r ir« ....04�,.. k.- •....�iYr, �� . �� o,«" o-++nr ti ""^"'° �+7 .• <4140 y.:..�,� ,, red, _y-' 1-• .�..�n ' , <r,, .a• f .v.-u w•,.w w,4r'""""",n.M1'- ,!%`z. '+w,H ..C, ;:-:; '!•v, -T , �n.. . 1 ..:,, ; ;f ` 1 _�n�'o �1 ifi 4 k1�yM7 iyk}l ��YL•�l 7 k '� 4+IU S y 401' 10 ►_ .dw � «e4:JS�•,'e�r.ntiy Lwwe.�.,w .f t,� 'w."�t.` r .�?l. � �'Mv }nv�Mti..1t.r . e S.wri%st. N UN* �� 4^ .i K ^) i1: /A Y :1 ,k•4.; !Aa.44+%v . R • f . RECEIVED S P 12 2001 BUILDING DEPARTMENT 09/02/2001 15:13 4256372949 J C JOHNSON PAGE 02 .. . 112 A N JOk(NSON 1380 CONSULTING SUITE 100 BELLEVUE WA. 98004 ENGINEERS, INC. PH :(425) 454 -7137 FAX: . (425) 637 -2949 12 MINN A00 /8 0 48 "o.c. #8 0 12 "o.c. TYP. 12" MUNN • EXIST. N8 0 12 "o.c. x L I EMMED 6" MIN. IN CONC. ELEVATION • 11011.116 Goi41* 1 W ARS MSIbt a Ail VERTICAL REBAR REPAIR SAY Vitro Fi C050)442111 JOB: REPUBLIC PARK DEL VAULT 1 0 CLIENT: PERTEET ENGINEERING JOB #10304 DATE: 8/7/01 PAGE: BY: N. TORRES OF: 1 EPIK$ 10-22 -el, 1g 35mm Drawing# Request for Information Detailed, Reis Grouped by Company and API Number Quick Park Parking Lot 8810 South1S8th Street Tukwila, WA 98188 Project 1 1331 Tel: 208.2414201 Fax: 206.241.9181 GLY CONSTRUCTION INC GLY CONSTRUCTION INC Rrl IF: 0031 Date Created: 9/6/01 PCATEET ENGINEERING INC AlfifillknaanE Jacob Kunthara GLY CONSTRUCTION INC Alex Hofto U:..l.ai Y�.A:J..1p••:.''r' Vortical stub steel in out vault foundation Not sure Not Sum Not Suro 1. Tho M 8 vortical stub steel Is 2' • 4' short than the roqulrod 40' lapping for tho first twonty•fivo foot of the soutltoast comor of tho East dontention vault. ThIs also occurs a few other locations, howovor only with one or two bars and occurs sporadically. Is this going to bo a problem? Answorod By: Prolog Manager Printed on: 9/7/01 giy001 REC VWW sri' 12 2001 BUILDING DEPARTMENT Page 1 I l b4l2bt4� J l; JUh1NVUf■ - JOHNSON CONSULTING ENGINEERS, INC. 1380 112TH AVE. N.E. SUITE 100 BELLEVUE, WA 98004 (425) 454 -7137 FAX (425) 637.2949 OFFICE@JOHNSONENGINEERS.COM FACSIMILE TRANSMITTAL SHEET T0, Alan Campbell COIAPANY■ GLY Construction FAX NUMBEST, (206) 241.9181 PHONE NE MBER, (206) 2414201 FROM Noll DATE: 09/07/01 TOTAL NO. OF PAGES INCLUDING COVER: JOB MIM9ER: 10304 PROJECT NAME! Quick Park Detention Vault 0 URGENT 0 FOR REVIEW 0 PLEASE COMMENT 0 PLEASE REPLY 0 PLEASE RECYCLE Nons /COMMENTS, The 2" to 4" short of 40 diameter lap splices are acceptable. Please see revised rebar repair detail for the vertical bar. Cc: File RECEgVED SEP 7 2 2001 DEPARTMENT 09/06/01 14:24 $2535890399 Perteet Engineering, Inc. September 6, 2001 Mr. Jim Dunaway City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 SUBJECT: CONCRETE IX APPROVAL, Dear Mr. Dunaway, PERTEET Q002 002 This letter is to inform you of the approval of the concrete mix design, dated August 10, 2001, submitted by Miles Sand and Gravel Company. Ron Cardwell P.E., Project Manager with Perteet Engineering, has reviewed the mix design and has approved it. The submittal was stamped and "NO EXCEPTION TAKEN" was checked off on August 15, 2001. A copy of the submittal is enclosed. If you have any questions please contact me at Pertect Engineering at (253) 984.7138. Sincerely, re64 Jacob Kunthara Project Engineer Enclosures wA �« •11 e• W tsy 1 Y ur � 7'h•• 4 N• . ' • RECEIVED cI' Y of TUKWILA AUG ,62001 PERMIT CENTER 11 i.KWF1LESRW'RQJRCt'S\98S02 Republic Harkin$ \Cunc,mix.approval_memo 9.6.Q1.DOC 10209 Bridgeport Way S.W., Suite C•i, Lakewood, WA 98499 • 253.954.7138 • Fax 253.589.0399 • www.perteet.com 1 • 09/08/01 14:25 $2535890399 PERTEET AUG =14 -01 12:30PM FROM -GLY CONSTRUC') - OVELAKE HOSPITAL 4254621064 ''"` 1-259 P.05/39 F-55? ,,,, ► 1„ 1,414 . • , 4a110 Abe ooavt` colvarw P 0 KM Ile AU$ue1k wAONAs1 CONCRETt= • GRAVti. • c:Aut;t rtOCK • SAND PLAIV1 5th 11r, 'Wad wtun !slaw 4Ot' WO% iIY 116/11:44761 t f n•'or tb)I too pint aM M. 1 flit Mat Urn. iudlw Mewl t0,l0o1 Aamourts j/m Ll• $ *301 1t;11wbt wasIWAsis Moo? Gandwso+l Ws wan* Ml%I$ $ a (4410.4114 dsii l lair •►Wt ammo fir stir *mow hiking Let pope 'llN� Abt sass at ooa r& sit w1TfE sad AC; alai ds fit sissy ,. harts. Calm (Typr 1.11) nub (Claw C or F) roam Amigos (74 ") Pigs Ammar* (Sand) Mawr Builders Polyyoed WM %Rev 160 Eli. 70 ibis IMO Dm 1 S00 lbs. i M. 2S4 1iss V*: °d/'1 MUMS' to ill Ali 214 M weical wnlmaty fors %a ft elk, If You hints any *Mks* ti na & WPM w 111*___-. plow wil (2Sij$3 1705*,410 Sisamly. 1Ai.ES SAPID AND GRAVEL COMPANY Thaspess NOa6o1N=TANN C] WNW AND MUMMY M Y ED RIIICTIO nF he ' cc Mamma, 0 WO COIMIC1N ti .- -I SU•MIT CII11p r 1 0 formenco wPh ail rf•d •• wMOt of Asprol °cl 04 1111.14 11stt10Mtrs • • n in ' roar -c' duce nt;. • ,y nil: shown is .Mitt to 111111141010006 jo ,f. Co vac o• is refhon;ih; d ttiiini otN whiofl *Ma be cmdit s4 4 of t ,f•($ ion ,roceisu and toe#•iwwc of c000btiCMotiwt►inlMtoANibei r Aor t� +t aWd rwa saieks•or r • .rfonsiseee of Aio M Aa wet '4C OVt T^44C0' t� t ‘t 0,00 rtI \oi \r'Y 0. 07, 40( ,os• V" RECEIVED CO OF TUKWILA AU6 , 6 2001 Pamir, CSR ,09/06/01 14:25 122535890399 AUG -14 -01 12131PM PROM -GLY CONSTRUr4',,I - OVELAXE HOSPITAL 1111, •it • IJ.i • i• . ..•• ETON M TIIT TION w aPosV F -111.6- lass SAC 111300E 3000 PSI PERTEET a 004 4254521964 .• T -238 P.08/08 P -557 Slump AIf T.'* •1►. Cvull oil 1 Samil11 Math hop Wong Mg in. % 1• . • of Theo d Ton 1. 4 • r10 4410 4315 2 L 1 00 1•110 Si 2140 4220 4300 40 431 3 3 moo $.10 44 1010 3130 3010 70 3011 9117 4 130 00 4.76 44 2176 3030 1010 70 31116 6 3 30.40 426 1 3440 3730 3620 1111 MI 3•21 6 1 244 6.00 71 22240 3130 3760 70 3746 MI 7 U.31 00 300 /a 7310 3100 3710 10 3716 3763 • 6.311100 4 60 17 2510 310 3r/0 d 3/70 31110 1 •30.00 400 h 3068 4100 41110 110 4M4 4157 10 712.00 4.00 76 2408 070 4110 120 4330 4316 3043 11 7 24,00 4 So l0 1220 3370 170 310 3460 4142 13 7.34 00 6.00 11 2210 3110 3170 310 ado 3111 3/1111 13 6.7.00 600 /3 110 1730 S 30 0 0720 4317 401 OV. 4.14 f rt y110 4034 4402 111 AZIlfifs Sainot . is 4021 PSI Avon. NNW. A drulw11 Omvit711sn. C441Aawnt s/ VatilMsn, V WNPM-TrA Si Dm WIP1184001Co511. of VP Co461. of Vet. I• IS POI 1317 PSI 11,6 % N Phil z.i % 011 PSI 10.4 it 11011IRIG'ION i11CTOR • 000 • - OPTii far • fc • 1 31 s s 3000 PSI larflc *2.33s•1100r 2100 PSI 4016 Mon 1104004 SWIM Max MOW Mrs Slump Avg flow isorSfnf 11441 Air COMM Av6 Aso' Conitnt MIN A4r COMM, 1418 CMIC, Tamp, Av.Cau Tom. Mr Can l step. INVALID. 4167107S 7x016 P$ 40:14, P91 5720 POI 3.00 IM 4 s• IN 584 IN 100 % 101V /01 % 00 % 411 f 61 f 7M r RECEIVED CITY OF TUKWILA AU6 , 6 2001 PERMIT CENTER PERMIT CENTER • „09/06/01 14:26 $2535890399 PERTEET AUG -14 -01 12:31PM FROM-CLY CONSTRU(' - OVELAR HOSPITAL 4254521064 4.,. ..i. , ...• „ell Are •sUrvl. Corr *$' N n oars lib Auev}01. WA OM coNCaaTr • caavIL. • cf4uss14t n Aortic • SAND Pi ANTS IN daattoroct AiJ* Ah wow Not koi f . ION *AS 0,41 MAO (f 3I Vf►V111 414.4s • ♦ .aci 40 1.i 1411, stG' %3M MS ter 411118110,11101 wow word tMI00 $6•11ai UMW= •disree, W.rsMrrs 01007 1-250 P.OT /00 F -557 005 Goashme Ws honey row the MMrW mu► *sir fa may mix imago far yew % 1se ANN M t.es praiat T w1I sw-i sr am* wee AC14.d AC7 itde for n1* am aaMrt e .-. camas lTypr 1.11) F (C{ws C of V) Cows ,Assraple (71r) FiM Ammo. (Sind) Wow MOO 1111 *1NM% 460 Um FO lbw. MO* * 13101br, 2 /4 ibi. Att a ts4 is an *C1 214 sundial soma, fire tads out if rw beta s» wide* w nerd holm' veiwwec• plum MIl (2).011.1347083.410 IMO AND GMVSL. c(MPA WY lido Thaw 09/06/01 14:26 $2535890399 PERTEET AUG-14-01 12:31PM FROM -GLY CONSTRUCT - OVELAKE HOSPITAL 4254521564 ..••• • . ..• • . . 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Na M togo, ti Avvi‘� QNIO% s CaMNira rlb WI& ww1lA�t_ r o.r M111114111 OrA GI vat isION•aliP Do 011114041110 CMS r Vilt P'I 41 103 PSI 030 PSI 0.2'16 14 PSI 2.r% 1210 too TI eras • tall° 1110 PSI Ir'a /0..1 i=•■ an PSI tar • fa•31.311•41011u 712 MI PERTEET 4254621064 Illmaglo Awl Iliaagla Yas Oro. NM 2µ111b1 Avg Saw Ma %am Ma As Gamma III Air Canard Ma AM Crow MM1 Con Yiw , Avg C.i . Toe Mat Coln 'rw. VALID. "i f TAWS T -250 P.00/00 F -55? Poll 2 40311 P0i P31 Psi 2.00 IN • 74 IN Tai IN 0.0 % WWI si d 0 9• 2007 CITY OFT USKWII.A AU6 4 6 2001 PERMIT CENTER Reid iddletnn July 17, 2001 File No 26 -01- 005 - 010 -02 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal Quik Park Stormwater Vaults (M101 -077) Dear Mr. Griffin: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. Enclosed are the drawings, structural calculations, gcotechnical report, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. Kyli4 K. Yahatsuka, P.E. Proj ct Manager Enclosures Ikd226se\planruvw\tukwila \Q 1\tO 1 Or2.du kky ce: Calvin Jordan, Calvin Jordan & Associates Michael Aippersbach, Michael Aippersbach & Associates Engineers Pldnnerl SNrtlyari Washington Oregon Alaska Reid Middleton, inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425741 -3800 Fox: 425 741.3900 fl Reid idrileton `P,,- r.0oi C(1` U .: MENT June 25, 2001 File No. 26 -01- 005 - 010 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Quik Park Stormwater Vaults (MI01 -077) Dear Mr. Griffin: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The permit applicant should address the following comments. A copy of this letter was forwarded to the project contact for your convenience. 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. 2. UBC Section 2604 is referenced for concrete design mixes in Note 4, Sheet SI. It appears that UBC Section 1905 is intended, 3. A soils report is referenced in Note 14, Sheet SI. A copy of the soils report should be submitted for our review and should be referenced on the drawings by company name, date, and report number, Since a 4,000 psf allowable bearing pressure is specified in Note 15 (although it appears a 3,000 psf bearing pressure is used for design), a soils report is required per UBC Section 1805. 4, A length of 462' -4" is called out in both the East and West Foundation Plans on Sheets S2 and S5; however, a 460' length is specified for both tanks on the civil drawings, Sheet P13. 5. The leader for the dowel size note shown in Detail 12/S6 should be revised to point to the dowel. The following comments regarding Sheets S3 and S6 should be addressed: a) A 6" gap is specified between the top of the baffle beam and the precast panels in Detail 13; however, a gap is not shown in Section 013/P13. Sheets S3 and S6 should be coordinated with the civil drawings and supporting calculations should be provided. Engineer' Planner' Surveyor" Washington Oregon Alaska Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741.3800 Cox: 425 741.3900 Mr. Duane Griffin City of Tukwila June 25, 2001 File No. 26- 01- 005 - 010 -01 Page 2 b) A 2" diameter PVC drain pipe at 10' on center is specified all around the tank in Details 11 and 12. It is unclear where the pipe should be located, both vertically and horizontally. c) A ladder is specified for both vaults on Sheet P13. Details of the ladder should be provided on the structural drawings. 7. The distance from the outside face of the vault wall to the edge of the perimeter footing should be specified in Details 11 and 12 on Sheets S3 and S6. Refer to calculation pages F1 and F3. The following comments should also be addressed: a) Bottom steel in the perimeter footing is designed to resist flexural stresses due to the uniform bearing pressure beneath the footing per calculation page F1. The footing appears to be designed as a beam, cantilevered (i.e., fixed) at the outside face of the wall; however, the 1' length used to calculate the moment on calculation page F2 does not correspond to the 1' -4" cantilever shown on page F1. Refer also to calculation pages F3 and F4. b) Verify that adequate development length is provided for the bottom footing reinforcement to resist the design moment. Refer to UBC Section 1912. 8, The bearing pressure on the perimeter footings are calculated for the dead load of the structure and the soil overburden loads per calculation pages F1 and F3. The water retained in the vault, the soil over the heel of the footing, and HS -20 and fire truck live loads should also be considered per UBC Sections 1805 and 1612.3. 9. The middle wall for the west vault requires 0.62 in2 /ft of vertical steel to resist lateral forces from the water per calculation page F5. Two layers of #6 bars at 12" on center are provided per Detail 13/S7; however, only the layer on the tension face (0.44 in2 /ft) of the wall should be considered. 10. The 12" deep beam in the end and side wall at the grate contains #5 stirrups at 5" on center per Detail 11 and 12 on Sheets S4 and S7. Since the shear force in the beam exceeds one -half the concrete shear strength per calculation page F9, minimum shear reinforcement with maximum spacing of d/2 should be provided per UBC Sections 1911.5.4.1 and 1911.5.5.1. 11. The concrete beam and wall at the grate is designed on calculation page F11 and shown in Details 3/S4 and 3/S7. The following items should be addressed; a) Verify that appropriate live loads due to tire trucks (including outriggers) and HS -20 trucks have been considered. Reid iddletu" Mr. Duane Griffin City of Tukwila June 25, 2001 File No. 26 -01- 005 - 010 -01 Page 3 b) Verify that the #5 stirrups at 12" on center are adequate to resist the lateral loads from the adjacent soil. 12. The footing below the middle wall of the West Tank contains #6 top bars at 12" on center in the transverse direction and #5 top bars at 18" on center in the longitudinal direction per Detail 13/S7. The Foundation Plan, Sheet 55, specifies #4 bars at 18" on center, each way. The transition (Le., splices) between the slab and interior footing should be clarified. 13. Detail 13/S7 indicates the top layer of steel in the slab on grade as being #6 ® 12" C.C. in one way, and the other #5 @ 18" C.C., and does not indicate the lap lengths at the footing. Sheet S5 shows it being #4 @ 18" C.C. L.W. Hook Ends. Please clarify if we change reinforcement requirements in this area only. 14. Calculations qualifying the design of the cast -in -place concrete slab adjacent to the steel grating should be provided. Refer to the Roof Framing Plan on Sheets S2 and S5. Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. Kj+1itK, Projt Muna _,cr Lance Lum Design Engineer 14rl26 e\planrevwltukwila\O 1VO 1 Or 1.docVkl cc; Calvin Jordan, Calvin Jordan & Associates Michael Aippersbach, Michael Aippersbach & Associates June 21, 2001 City of Tukwila Department of Community Development Michael Aippersbach Michael Aippersbach & Associates P.O. Box 95429 Seattle, Washington 98145 VIA FAX 208 -524 -0337 Re: Quik Park 3610 South 158th L99.0010 (Design Review) MI01.078,'MI01 077, MI0l -078 (Miscellaneous Permits) Dear Michael: Steven M. Mullet, Mayor Steve Lancaster, Director We have reviewed your June 21st letter proposing a change in the materials to be used in the office building retaining wall and the maintenance building, It is our understanding that keystone blocks will be substituted for cast-In-place concrete in the retaining wall, matching the other retaining walls used throughout the site. The materials used In the maintenance building will be switched from metal to wood frame with beveled siding, making It Identical to the other site buildings. In all cases, the approved color palette will be retained. We agree that these changes will increase the overall visual consistency of the project. Accordingly, per TMC 18.60.030(D), this design is approved as a minor, Insignificant modification which will have no impact on the project design. Review and consideration by the Board of Architectural Review Is not required. Please make the necessary revisions to the applicable Miscellaneous Permit application(s) after coordinating with Building and Public Works. If you should have any questions, please contact those departments or Deb Ritter at 206.431.3663, Sincerely, ck Pace Planning Manager cc: Deborah Ritter, Associate Planner Dave McPherson, Associate Engineer Brenda Molt, Permit Coordinator Kathleen De Jesus, Permit Technician 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 3670 • Fax: 206.431.3665 June 12, 2001 City of Tukwila Department of Community Development Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Quik Park — Stormwater Vault— (M101 -077) Deur Mr. Swanson: Steven M. Mullet, Mayor Steve Lancaster, Director Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sincerely, b Brenda Holt, Permit Coordinator xo: Pormit Pila No. M101.077 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3070 • Fax: 206- 431.3665 t t STATM Of WASHINGTON - r 1 ^t T r t �► r -� - r rt -c- �r^ r^t — �► !_.il MASTER LICENSE SERVICE REGISTRATIONS AND LICENSES UNIFIED BUSINESS ID 0: 578 078 500 BUSINESS ID 0: 001 LOCATION: 0001 ORGANIZATION TYPE DOMESTIC PROFIT CORPORATION GLY CONSTRUCTION, INC. GLY CONSTRUCITON, INC. 100 118TH AVE SE BELLEVUE WA 98004 TAX REGISTRATION UNEMPLOYMENT INSURANCE CITY OF BELLEVUE: GENERAL BUSINESS REGISTRATION REGISTERED TRADE NAMES: GLY CONSTRUCTION INDUSTRIAL INSURANCE The ebov OIPM boon I IM business UNi s Noted - �r �.a pox gaol MUM, WAMUM fue MM•UOO Ns; ...r::.':.:.: • • X= AT • t. 077 .f .1 f .I a ■ at 00:122099 0 0 0 I\ 7704001A.DWG MROPANE"TXNI( WILL HAVE - APPROPRIATE PROTECTION INCLUDING BOLLARDS PFR — _ / / �•' FIRE' CODE" REQUIREMENTS 9 SPACES WALL HEIGHT STALLS 3Z OR STALLS 3% TO ( › It i �!r \ .\ I; i 1 LESS (1002 STALLS) 5% (70 STALLS) \\%. I! 1 r,' NOTE: • HEIGHT OF ROCK WALL SHOULD NO EXCEED 4' HEIGHT ALT. 4 1072 SPACES 70 STALLS ARE ON 57. SLOPE 1002 STALLS ARE ON LESS THAN 3% SLOPE SCALE IN FEET EXPLANATION: W000EN FENCE, 9' HIGH IN COORDINATION WITH LAUREL ESTATES CONDO. Reference: Base drawing by Perteet Engineering, Inc., dated 5/99. 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