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Permit MI01-078 - QUIK PARK - RETAINING WALL
This record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. M 101 -078 Quik Park 3610 South 158th Street RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION F,age # Code Exemption � � �� Brief Explsnatoty Description, Statute /Rule The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern. As such, individuals' social security Personal Information — numbers are redacted to protect those Social Security Numbers individuals' privacy pursuant to 5 U.S.C. sec. 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. 552(a), and are also exempt from disclosure 552(a); RCW 552(a); RCW under section 42.56.070(1) of the Washington 42.56.070(1) 42.56.070(1) State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit Personal Information — expiration dates, or bank or other financial RCW 282 DR2 Financial Information — account numbers, which are exempt from 42.56.230(5) RCW 42.56.230(4 5) disclosure pursuant to RCW 42.56.230(5), except when disclosure is expressly required by or governed by other law. MI01-078 t Quik Park Retaining Wall 3610 s 158 St L 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 5 158 ST Suite No: Location: Category: NSFR Type: MISCPERM Zoning: RC Const Type: Gas /Elec.: Units: 000 Setbacks: North: Water: 125 Wetlands: Permit No: Status: Issued: Expires: MIDI -078 ISSUED 08/02/2001 01/29/2002 Occupancy: UBC: 1997 Fire Protection: .0 South: .0 East: .0 West: .0 Sewer: VAL VUE Slopes: Y Streams: Contractor License No GLYCOI *01809 OCCUPANT QUIK PARK LLC - RETAINING WALL 3610 S 158 ST, TUWILA WA 98188 OWNER STERLING RECREATION PO BOX 91723, BELLEVUE WA 98009 CONTACT MICHAEL AIPPERSBACH PO BOX 95429, SEATTLE WA 98145 CONTRACTOR G L Y CONSTRUCTION INC PO BOX 6728, BELLEVUE, WA 989008 ***• A***,A**- k** k*** Ak** k** A******* k****** k*• kk* Ak• k• kk*• k *kkkkAk* **kkkkk *A•k*Akk ***AAk* A ** Permit Description: CONSTRUCTION OF RETAINING WALLS AROUND PARKING LOT INCLUDING ALONG SIDE OF NEW S. 158TH STREET. *k *** ** * * *** * ** ********** k**• k******* k* A,* k* k* k* k**** k* Ak ** * *k *kkk * * **k *•k * * * * * *k** * ** Construction Valuation: 1~ 354,800.00 PUBLIC WORKS PERMITS: *( Weter Meter Permits Listed Separate) Eng. Appr: DHM Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Cut: Fill: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: Storm Drainage: N Street Use: N Water Merin Extension: N Private: Public: **A*****“* It* kkkrkAAk# rAkk* k* AAAAAAAkWk* ki lk* klikkWAA kkAAAAAAAAAAAAkkkAAAAAkkAAAA -AAA TOTAL DEVELOPMENT PERMIT FEES: 1 4,000.39 ** * *k *kAAkkA *** **4****Ak4AA• 4k4A 4k** Ak4A4** k* AkA k* kA44444A 414AA*4****kA4 **kkkAkkkAkkkh Phone: Phone: 206 -523 -3764 Public: Permit Center Authorized Signature:, _ Date: 8 /216/ I hereby certify that i have read and examined this permit and know the same to be true and correct. All provisions 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. 1 am authorized to sign for and obtain this development permit. • Signature: Gate ; & :2`'`0( �'AR.Iw to swRA W.SV Up � f! -sww. qfw+!! .�•�.". t1. R.f aS fll .T� Print Name : ,„ _ _ .- cL h Ck i.,.1I .t L ' g.1 A This permit shall become null and void if the work i$ 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. I g I AddreSs.: ' 36O I5&3 ST ::Jebant: Type: MISCPERM P4ed61 # 222304-9027 11*****4*****444.AAA**Ah Termit Conditions:. No changes will be made to the plans unless Approved by! the Engineer and the Tukwila Building Divisio, . 2.. When special InspectiOn is required either the owner. architect or engineer %hall notify the Tukwila Building:. Division of appointment of the Inspection agenciet.;prtor to - the first builAjng Inspection, '.topieS of all spealinspection reports shall be submitted to the Building Division 1n-.6 tImely manner.- RepoetS shall contOn address, project name PerMit number and type of inspectionbein0 :itrforM0*, 3. The seevial Inspector -shall Submit a final sighed report Stating -.'whether the ,Work: requiring 'special inspection was, the bet the inspecter'sfknowledge, IwconformanCe with 9OPproVed pans and specifications and the appliab14 'W10011mehship:provisions of the UBC. 4. A11;tOnstruction to be done in cOnformance with approved , plawand requirements of-the Uniform Building Code (1997 Ed 11�n) as aMended, Uniform Mechanical Code (19)7 Editivn). andishington State Energy Code (1997 Edition), Valldity of Permit. The issuance of a permit or approval of 4PeCifications, and ,computetions shall not be con- strOd to be ■,ipermit for, or an approval of, any violation •: of 00 of the Provisions of the building code or of WI' other±orginance of the jurisdiction.'. No permit presuming to give'euttibrity to violate or cancel the provisions of this code Shall laA-Valid. . All perMIts, Apspection records, and approved plans shall :be avallablei atthe-job-site prior to.the start of any con- structionc TheWdocuments are'tobe meintained,andavail6 inspectiOn approval 1% granted. SPECIAL INSPECTOR HALL BE A QUALIFIED GEOTECHNICAL 'ENGINEER HIRE011Y OWNER.': , Temporary eroi100,,control measures ha11 -be implamented as the first order of business toprevent 'Sedimentation off- :It e or into existing Storm drainage facIlitios The site shall have perManent eroisiOnControl measures In place a% soon Os possible after•final grading has been 'completed and prior to the Final Inspection. Worl‘ affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans 1 .$hall be submitted to the Inspector for prior approval. Any material spilled onto any street shall be cleaned up lg. , CONTRACTOR SHALL NOTIFY PUBLIC KS LIC WOR UTILTIY INSPECTOR MR. - GREG VILLANUEVA ki (206)433-0179 OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOURS IN ADVANCE, FROM OCTOBER 1 THROUGH APRIL COVER ANY SLOPES AND CITY OF TUKW/LA Permit No: 'M101-07p Status: ISSUED Applied: 05/01/2001 Isiued: OB/02/2001 k *A* A#411 *•,14 h klk* le..A.k.lo 1 I klr'4 OhlIA-k-OtArli•kh 4 4. h • STOCKPILES THAT, ARE 311 IV OR STEEPER AND HAVE A VERTICAL RISE OF 10 FEET OR MORE AND WILL BE UNWORKED FOR GREATER THAN 12 HOURS, DURING THIS TIME PERIOD, COVER OR MULCH OTHER DISTURBED AREAS. IF THEY WILL SE UNWORKED MORE THAN 2 DAYS. ' COVERED MATERIAL MUST BE STOCKPILED ON SITE AT THE BEGINNING 0? THIS PERIOD. INSPECT AND MAINTAIN THIS STABILIZATION WEEKLY ANC) IMMEDIATELY BEFORE, DURING AND IMMEDIATELY FOLLOWING STORMS. ROM MAY 1 THROUGH SEPTEMBER 30, INSPECT AND MAINTAIN TEMPORARY EROSION PREVENTION AND SEDIMENT AT LEAST MONTHLY. ALL ,DISTURBED -AREAS OF THE SITE SHALL BE PERMANENTLY STABILIZED PRIOR TO FINAL CONSTRUCT/ON APPROVAL, NO RETAINING WALL SEGMENT, SHALL BE CONSTRUCTED WITHIN THE EXISTING S. 158TH STREET RIGHT-OF-WAY, PRIOR TO THE COMPLETION AND ACCEPTANCE BY THE CITY OF TUKWILA, OF THE NEW S. 158TH STREET. PLACEMENT OF RETAINING WALLS ABOVE EXISTING OR PROPOSED UNDERGROUND UTILITIES, SHALL REQUIRE ADDITIONAL APPROVAL BY THE CITY OF TUKWILA, PUBLIC WORKS DEPARTMENT, NO RETAINING WALL PORTION SHALL SE CONSTRUCTED WITHIN AN AREA, WHICH WILL OE DISTURBED BY FUTURE WORK AND DEGRADES THE STRUCTURAL, INTEGRITY OF THE RETAINING WALL, hereby certify that Iliave read these conditions and will comply 141th them as outlined. All provisions of law and ordinances Governing 'this work will be complied with, whether specified herein or not, The 9rantin9 of this Permit does not presume to give authority to violate or cancel the provisions of any other wori, or local laws regulating construction or the performance of wor*, Signature; Print Name C. Mie14KL A (PPa5 5A cH pate: 1 * A . �k i.. i . * **** k*** A4*4kk* * * * *kkk ** *# * * *tiAskk * *A * * *h * * * ** g C 1.; TYO TUKNILA• NA 4 4:. 1 FU P S K 1 T *4 #A. 4* Y**** * A***** A*A* ki#► 1******* A* *k * * * * ** ** * * * *** *4*4 *A * * * *4 A RAN8T Numbar s k01009Na Ancunt s 2.4:6.25 00/02/01 J 3 105 4yIrls MIL +ad a CNECR Uot* b 1 on s STERLING REALTY In l t s KAS'N .'l NNr. a rlorr'Airwwpiaos.......iww..r. r•�r.r.+.< -..r. �r..w.... r. rr r..rw....r.... •...: r...•......a. P*rNit Nos 14IO1 07U Types MISCPERM MISCELLANEOUS PERMIT Parcel No-: '223U4 -9027 A te `AddrQ%us 3610'1',150 EST is Paymsnt •Mc:o+ n# 'Coda OQO ; 4O. too` QOO/ 2 h 10 000 / 8 904 Total Foos: Total ALL Paatis U$1&snc: r. D *.*'rlption PLAN CHECK .. NCNRE$ WILDING - REU PLAN CHECK. — RES STATE UUILDING SURCHARGE 4,000,39 4;000.39 .00 *** * * *0* ** Amount -1,b74.14 2,421.75 1,!74.14 4.50 .. 1. .+.I M... I.. s• r1 .., OS 03 9716 “ 4 4 .4..pmv ***** ******************#************************** ***1k*.*************** Y VKWILA, A-- 0 . cv 1RANSMI1 ************************ opt********# . A RANSM1T Number: R0100Hb4 Amount: 1,h74.14 Ob/ 1/01,14:16 Paymunti Muthod: CHECK Notations'.SRO lnit: 01D i seasavtiosseiNs.wirrwocasuor mut M. ,..t to, u •s P P . FActrmit No: 14101-076 lyput 111S6ERM M1SCULANEOUS PERMIT Parc:01 Not 222304-9027 Situ Addruust 3610 S 08 Si 1 • Total Fafta: 4,000,39 Thlu Payment ' 1,04%14 rota! ALL Pluto: 1,674,14 Balanool 2,426.26 • • • **************************************************************** Aocwunt Code Douorlption Amount 000/345.630 PLAN CHECK - NONRES 1,574.14 ........... .... ... ..... . .. . .. ........... ......................., '•, t .y.. INSPECTION RECI ._ Retain a copy with permit INSPECTION NO PERMIT N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.367 Project. taii.,4___. P044.4. Type o Inspection,,,, X1.1 Address* pectta II nsstruction : 141, Date Called: Date ante : wester: 1 o i3o: —. pproved per applicable codes. Q Corrections required prior to approval. $47.00 REINSPEC'11ON REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection, INSPtCttON NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECO Retain a copy with permit PERMtU NO. (206)431 -3670 Proj : : f Typo 0 Inspection: f I A. dress: Date call • • : Special instructions: Date wanted: 1i J a.m. P one: Approved per applicable codes, Corrections required prior to approval.. COMMENTS: Inspector: Date; 0 $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: 4 INSPECTION REC Retain a copy with permit INSPE ION N0: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #1100, Tukwila, WA 98188 a-t* PCItMtt NOS (206)431-3670 Pro : e. . i .1 .. Type of Inspection: ..... Igt , Date called: Specie Instructions: f3' CJ Date wanted: a.m. t .m, Requester: P one: 0 Approved per applicable codes. ❑ Corrections required prior to approval, COMMENTSt IBENIIIMIWElli IMAM ._, UNNIIIIIEN 111171911.111PRIffitill . i.. .. . 2- 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd„ Suite 100, Call to schedule reins' ection. Receipt; Na: Date: 1 • , 7 se;ot. INSPECTION REC ', '. Retain a copy with pennit:',' Puma ( INSPECtION NO, NO, 612.70/-67i CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 ;‘‘' 1\ (206)431-36 Pr • t: 4 gi of Ins . : Addr • s : 61 . gerti4 Date called: • qj 7,2-- 1 02.— Special Instructions: %pi to s Pi) C•I als*V 4141/41:1 et..4619 • Date want : R eqrter. . s 12 one: 610•""1, I".5;21)/ E1 Approved per applicable codes, COMMENTS: Corrections 'required prior to approval. (11 PTA PM I M $47. ;0111PP- r [INSPECTION fl EQUIRE Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reins • ection. Inspector: DOC . Receipt No: INSPECTION REC Retain a copy with permit INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 I'ERMFt NO. (206)431 3670 Pro) ,fl k I � e /4; % . •/.4/ Typo of Inspect on. _ ♦ ,nom . 1 / at, I i' Add : s: 4/0s. 1.x.2 s'7 Date call rj e 1 h . V -/ hems, ,.1 ~/ $ / G - r Special instructions: Date wan • . : 4", e.41 *?a " Aire/ .4-14430 r !!� :. ... Request r: A0 /',t) e . Phone: .213 �►— 2 ..*2 D / 0 Approved per applicable codes. Corrections required prior to approval COMMENTSt A' 2/» vot0/ s,,b jam, ' f 1'..02• F A —i V -/ hems, ,.1 ~/ $ / G - r •1'o - e) 'emu • • it" 0,4e re./. a - -'a q s- efr C i #1 h e.41 *?a " Aire/ .4-14430 r !!� f111 'a' f ;11/ :"..z 'G`10' '? *0 1) 1 Jo— 01- ti.fl • ,1r'" -71 #7/ • 'la a /,,,Pk 004. e D te: InspeAl111111111111MplipM111 $47,00 REINSPECTJUN FEE REQUIRERf. Prior to inspection, fee must be paid at 6300 Southcen'ter Blvd„ Suite 100, Call to schedule reins s ection. c. INSPECTION RECC,md' Retain a copy with permit INSPtetION NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 WIZoI -tJl fj PERMIT WO, (206)431 =3670 Prof . t: � 1. Type of Inspection: .. A, tress: Date ca led: Special instructions: Date want : a.m. ,m. Requester: 11 one: Approved per applicable codes, Corrections required prior to approval. Inspector: .$47,00 REINSPECTION FILREQUIREP. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reins•ection. i INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECO, Retain a copy with permit PERMIT NO (206)431.3670 ect: ' JJ((� Type of inspection: dress: , • w$ Date called: Special instructions: Date want .: 4 • �• a.m. awl_ Requester, done: Approved per applicable codes. Corrections required prior to approval. A $47,00 REINSPLCTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reins ection. INSPECTION RECD Retain a ropy with permit INSPECTION NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 iii/ d/ -e7i) PERMIT NO, (206)431.3670 Project: e t , Type of Inspection: A A +dres : 0 • Date called: Specie Instructions: Date wanted: A.M. M. Requester: P one: Q Approved per applicable codes, COMMENTS: Corrections required prior to approval, Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reins.ection. Receipt No: Date: 'WE ION NO • INSOEtTION RECCO Retain a copy with p-- PERMIT WI CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, 1100, Tukwila, WA 98188 (206)4314670 Pro let • ..... , A Type of Imp on; 'COMMENTS! Add & g Date called: ,....) 4.. Specie instructions: "'ed // otttly l.-!',, Date want ; , x:41.1111 Requester; one; 4-1kfts .1 , 1. FA Approved per applicable codes. J Corrections required prior to ap royal. 'COMMENTS! , . . . 11111111WAIMIIIIIIIM At-WAIW .4414( _ E1NSPECTION II MUNI/ Prior to inspection, fee must be paid Southcenter Blvd„ Suite 100. Call to schedule reins ection. INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION REC Retain a copy with pe I1 IMO t "b1 ' PERMIT NO. (206)431-3670 Project: t.r a Type o Inspection: r f 1 £ ts A. 4. Address: III Date called: Specie toc,•Iv,, j.0 - CS'1 k t.4.0 instructions: -h tI talc f, 1� D Ii . 1111 , {re.%) i t1, �� iksy 40 o / k � I Dglo wanted: b �� g: c (... (a b 11-0r . p.m. Roque' f' ( n 1144 ( `6_ tit) 1 ;11 Phon : , ,�� �. ("ti,‘ +s :)cf� W r k, F ❑ Approved per applicable codas, Corrections required prior to approval. $47.00 REINSPECTIAN Eft REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reins ' ection. itt y• 4.. 14NA Geo.Engineers July 13, 2001 Republic Parking c/o Perteet Engineering, Inc. 10209 Bridgeport Way Southwest, Suite C -1 Lakewood, Washington 98499 Attention: George Reynolds/Jacob Kunthara Response to City of Tukwila Geotechnical Peer Review Quik Park of Washington Tukwila, Washington File No. 7704-001-01 INTRODUCTION In response to your request, GeoEnginecrs, Inc. (GEO) has reviewed the City of Tukwila's Geotechnical Peer Review comments and has addressed and responded to the comments for the proposed, Quik Park of Washington project, in Tukwila Washington. The purpose of our response is to specifically address geotechnical peer review comments made by Shannon & Wilson, Inc., in their letter dated July 3, 2001. This letter is submitted as an addendum to and is subject to the limitations presented in the following documents prepared by our firm: • Report, Geotechnical Bnglneurbng Services, Proposed Parking Lot, Tukwila, Washington, dated December 20, 1999. • 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, Washington, dated Juno 15, 2001. • Memo, Quik Park Parking Lot, Storm Water Vault - Allowable Soil Bearing Pressure Recommendations, dated July 9, 2001. We have reviewed the following construction drawings and City of Tukwila's geotechnical per review comment letter. • Construction drawings (preliminary) titled Quik Park of Washington LLB', Tukwila, Washington, Of Airport Parking and S. 1 S8 h St. Relocation, dated April 4, 2001. • Letter, Geotechnical Peer Review, Quik Park Project, South 158" Street, T Invila, Washington, prepared by Shannon & Wilson, Inc., dated July 3, 2001. Ge4Engineers, Inc. 8410 154th Avenue N.E. Redmond, WA 98052 'telephone (425) 861.6000 Fax (425) 861.6050 www..geoengineers.com CORRECTION CITY O TuKv aA PERMIT CENTER Republic Parking r "- perteet Engineering July 13, 2001 Page 2 RESPONSE TO THE GEOTECHNICAL PEER REVIEW COMMENTS Comments made by Shannon & Wilson and our responses to those comments are summarized below. The comments relate to the retaining walls and the stormwater vaults. RETAINING WALLS Comment: We recommend that the proposed wall designs be reviewed by the geatechnlcal engineer of record to determine that design parameters such as earth pressures, bearing pressures and drainage are adequately addressed The earth pressures provided In the geatechnlcal report were based an an assumption of wall heights ranging from 1 to 9 feet and level baciVill capped with asphalt. This is not always the case with the currently proposed development plans, The geatechnlcal engineer of record, who is most familiar with the subsurface conditions at the site, should provide recommendations as to whether additional explorations are needed or if observational methods could be relied on during construction, Response: OcoEnginecrs performed the analyses for the Keystone retaining walls and provided typical wall design sections to the project team for incorporation into the design drawings. We provided documentation of our analyses and the typical wall design sections in the letters described above. Therefore, the appropriate earth pressures, surcharge loads, wall backfitl slopes, bearing pressures, and drainage considerations have been incorporated into the Keystone retaining wall designs, The fill, and associated debris, that exists along the slope below the parking lot above Wall 0 has been assessed. The too of Wall 0 (lower wall) will be constructed about 9 feet below the toe of the existing till slope. Ocogrid reinforcement will extend about 14 feet behind the well facing. Therefore, a temporary cut slope will be necessary to install the wall at the current design elevations. The temporary cut slope will likely be made at O,SH: I V to I It l V in the denser till soils and at about 1.5H:IV in the looser weathered soils and fill soils, The temporary excavation will require excavating into the parking lot about 5 to 1 S feet, We anticipate that much, if not all, of the fill and debris that is exposed on the slope will be removed during the excavation, Any remaining fill or debris will be assessed at the time of the excavation, The excavation and slope behind and above the walls will be baekfilled with structural fill. The potential presence of fill or debris remaining under the parking lot at the top of the finished graded 2H: 1 V slope above the walls should not impact the design of the walls, but this determination will be made when the excavation is completed and when the actual conditions can be observed, STORMWATER VAULTS Comment 1: The vault beneath South JSg`" Street will require an excavation to approximate elevation 327 feet, approxiinately 14 feet below the final road grade and approximately 25 feet G c O g n g l n e e r s File No. 7704.001 -01.1130 Republic Parking c'"'nerteet Engineering July 13, 2001 Page 3 deeper than current ground elevation. The test pit exploration in this vicinity, TP -8, extended to elevation 340.5 feet. Therefore, the soil conditions at the vault bottom are not known. While the presence of glacial till appears likely, the geotechnical engineer of record should decide whether additional explorations are necessary or if the previously assumed soil and ground water conditions are valid for design of this vault. Response 1: The vault on S. 1586 Street has been moved to the north about 60 feet. An additional test pit was excavated in the relocated vault are The test pit also revealed dense native glacial till at a depth of about 4 feet below the ground surface and no groundwater seepage was observed. It is our opinion, that the previously assumed soil and groundwater conditions are still valid. Comment 2: The proposed stormwater vault In South 158th Street will require a 13 -foot -deep excavation approximately 4 feet away from the bottom of wall G at Station 15 +00. While the excavation side slopes may be relatively steep if competent soils are exposed, the excavation slope will extend below the lower portion of wall a. The geotechnical engineer of record should review this condition and provide recommendations for temporary excavation slopes, placement of backJill in this area considering the heavy wall loads that the backf111 will support, and the construction sequence. Response 2: We have recommended that the vault be moved to rho north such that there aro no conflicts between the adjacent Keystone wall and rho excavation required for the stormwater vault. SUMMARY Comment: The geotechnical engineer should review the current plan and provide a letter to supplement the December 1999 geotechnlcal report. The letter should address the issues discussed above and provide additional opinions and recommendations as deemed appropriate by the geotechnlcal engineer of record. Response: We have reviewed the geotechnlcal elements of the preliminary project plans titled Quik Park of Washington LLC, Tukwila, WA, Off- airport, S. 158" St. Relocation, dated April 1, 2001. Based on our review, it is our opinion that the plans are in general agreement with our geotechnical recommendations presented in our December 20, 1999 geotechnical report and subsequent letters and design memoranda. The project plans are still being modified and we will continue to provide comments with respect to the geotechnical elements, Goot<nsinacrs Filc No, 7704.001.01.1130 EXPIRES 4 / 11 / 03 1 Republic Parking c'r`',erteet Engineering July 13, 2001 Page 4 We trust these review comments and opinions meet your present needs. If you have any questions regarding the opinions expressed in this letter or if you require additional information, please call. Yours very truly, GeoEngineers, Inc. RCM :KMade r:Ifl 1111nah177a00101 rsviewitr.doo Goosnsins; r eoe- Robert C. Metcalfe, P.E. Senior Engineer Kenneth 0. Buss, P.E. Principal Filc No. 7704.001.01.1130 QUICK PARK OF WASHINGTON LLC TECHNICAL INFORMATION REPORT DECEMBER 2000 Prepared for: Republic Parking Northwest, Inc, Prepared by: Perteet Engineering, Inc. Civil and Transportation Consultants IQ.49 Aiidsrpon W4? SW. Suds C•1 1,i140%904. 1Ciihiusfon 94499 (23)983'7I38 / FAX (353) 589.0399 PEI Job No. 98802 RE'CE1V O CITY Of, TIWWII A MAY 0 1 2001 PERMIT CENTER Plefr 04•0 0.24. QUICK PARK OF WASHINGTON LLC TECHNICAL INFORMATION REPORT DECEMBER 2000 Prepared for: Republic Parking Northwest, Inc. Prepared by: Perteet Engineering, Inc. Civil and Transportation Consultants l009 Oricloport Way SW, Suits C, I Lakmood, Washington 96499 (253) 984.7138 / FAX (253) 589.0399 PEI Job No, 98802 • TABLE OF CONTENTS CHAPTER PAGE I. Project Overview 1 IL Conditions and Requirements Summary 2 III. Offsite Analysis 3 IV. Flow Control and Water Quality Facility Analysis and Design ..6 V. Conveyance System Analysis and Design 9 VI. Special Reports and Studies 10 VII, Other Permits 11 VIII. ESC Analysis and Design 12 IX. Bond Quantities, Facility Summaries, and Declaration of Covenant .13 X. Operations and Maintenance Manual 14 Fig. 1 Fig. 2 Fig. 3 Fig. 4 Fig. 5 Fig. 6 Fig. 7 FIGURES TIR Worksheet Vicinity Map Drainage Basins, Sub•basins, and Site Characteristics Proposed Site Gilliam Creek: Basin F Downstream Analysis Flow Map South Fork of Gilliam Creck IS mole TECHNICAL INFORMATION REPORT I. Project Overview The project proposes to construct an off - airport parking facility (approximately 1060 spaces). Refer to Figure 1 -71R Worksheet, The Quick Park of Washington LLC site is located in the City of Tukwila at southwest corner of Section 22, Township 23, Range 4 East, W.M. The property is bounded on the west by Old Military Road, SR 518 on the north, and by residential areas on the south and east. Refer to Figure 2 - Vicinity Map. The project also proposes to relocate South 158`h Street from the mid - portion of the existing site to the south side of the project site. The total site area for the parking facility and the street relocation is 10.5 acres. However, the total site area for the parking facility is only 9.51 acres. And of the 9.51 acres, the area for the actual parking facility for purposes of performing project drainage area analysis as measured from the fence perimeter is 8.6 acres. The remaining 1.9 acres of the site includes the landscaped buffer areas for the parking facility and the street relocation area including the landscaped and undeveloped areas south and east of the relocated South 158th Street. The relocation of South 158th Street has been addressed by providing a detention/wet pool vault (calculations attached in Appendix C) for water quality purposes. The new drainage system is consistent with matching existing conditions for 2 -year and 10 -year peak flows. Existing Conditions The project drainage area (8.6 acres) slopes from the south to north with grades no greater than 15 %, except at the northwest where a knoll slopes at grades of up to 40 %. Vegetation is predominately medium to dense brush with some second or third growth trees. Tree density is slightly greater in the south portion of the site. Soils, as defined by the King County Soils Survey, are generally of the Alderwood series. The existing site is divided into two drainage sub - basins by a drainage ditch adjacent to the south side of the South 158th Street. These basins will be referred to as the existing North and South sub - basins. Refer to Figure 3 — Drainage Basins. Proposed Conditions The parking facility will occupy 8.6 -acres and will increase the amount of impervious area in the drainage basin. A Level 2 Flow Control detention/wetpool system is proposed to mitigate increased peak flow rates, to control flow durations, and to provide water quality treatment. See Section IV- Developed Site Hydrology for additional explanation of proposed stormwater facilities. All stormwater generated on -site will be discharged to the ravine located on the westerly and northerly borders of the project site. Quick Park of Washington LLC Technical Information Report Perteet Engineering, Inc. King County Department of Development and.Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner Ker neUL PArteI#Ki We1Uwks.j , DJ Address Phone Project Engineer Company Address/Phone Part 3 TYPE OF PERMIT APPLICATION Subdvvlson Short Subdivision Grading Commercial Other Part 2 PROJECT LOCATION AND DESCRIPTION Project Name C �lic,k. pae� c wA�a0407.,r4 Lt. 4. Location Township . Z6 Range 4 rs Section .,_._2Z Part 4 OTHER REVIEWS AND PERMITS DFW HPA COE 404 DOE Dam Safety FEMA Fioodpiain COE Wetlands Shoreline Management Rockery Structural Vaults Other 11 Part 6 SITE COMMUNITY AND DRAINAGE BASIN Community C,filt.l.1AM C V C4. Drainage Basin 610fe rs k�rsic. s Part 6 SITE CHARACTERISTICS River Stream 01‘1,1011 C.C44.14 Critical Stream Reach Depressions/Swales Lake Steep Slopes ckyr14 17004 Floodpiain Wetlands Seeps /Springs High Groundwater Table Groundwater Recharge Other • Part 7 SOILS Soil Type Slopes AtzGrJT& A i-vozwour, MA`TriZ IA t, 15 - 40 Additional Sheets Attached Erosion Potential Erosive Velcoties Part 9 DEVELOPMENT LIMITATIONS REFERENCE ,Ch. 4 -- Downstream Analysis Additional Sheets Attached LIMITATION /SITE CONSTRAINT Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Sedimentation Facilities x Stabilized Construction Entrance �c Perimeter Runoff Control x Clearing and Graing Restrictions X Cover Practices X Construction Sequence Other MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION )i Stabilize Exposed Surface )c Remove and Restore Temporary ESC Facilities X Clean and Remove AU Silt and Debris X Ensure Operation of Permanent Facilities Flag Limits of SAO and open apace preservation areas Other • Part 10 SURFACE WATER SYSTEM • Grass Lined Channel x Pipe System Open Channel Dry Pond "c Wet Pond Tank Infiltration Vault Depression Energy Dissapator Flow Dispersal Wetland Waiver Stream Regional Detention Method of Analysis K. GUTS Compensation/Mitigati on of Eliminated Site Storage Brief Description of System Operation vcuIu"AlS • Vt101 tIrr P404 CP P t,, ,,.to rbc A €1,14.4111 ti •t %rwlio0 ,% W tout:W e', rAl•Hi•%'N. Facility Related Site Limitations Reference Facility Limitation Part 11 STRUCTURAL ANALYSIS Cast In Place Vault Retaining Wall Rockery a 4' High Structural on Steep Slope Other Part 12 EASEMENTSI'TRACTS Drainage Easement Access Easement Native Growth Protection Easement Tract Other Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were Incorporated into this worksheet and the attachments. To the beat of my knowledge the Information provided here Is accurate. SI nod/Date 1 C i H II u flL of 1 C•• 1 Observations of field inspector resource reviewer, or resident b 4� i a vi 4 V `• g,, '"ata,!..‘":" . i I l'i i i i •..S, ... 4 --', iy _. 1... r i a u3 . 1. a. S e L .i I 7 3 V , t Y g 8 V1 • : 4 e i 1111 ' tie IKil - li I Nj l- ' z c.!1,„ . 4 4 to - 4 C,...) *; : J 4 4 V 3 "" ..........ww....r O .. i n Z Cr) J K) ;.1 i VICINITY MAP sATAC INTERNATIONAL AIRPORT PERTEET ENGINEERING, INC. Civil and Transportation Consultants City of Tukwila Quick Park of Washington LIC Vicinity Map Figure 2 1'1 ID I 078 35mm Drawing# 1 11. Conditions and Requirements Summary 1. State Environmental Policy Act (SEPA) : Mitigated Determination of Non-Significance (MDNS) Date Quick Park of Washington LLC Technical Information Report Perteet Engineering, Inc, ... • •• • .• • . - ,••• . , • - " • •-• , III. Offsite Analysis The project site is located within the Gilliam Creek Drainage Basin. Gilliam Creek, running primarily in an easterly direction, is a tributary to the Green River with its confluence within the City of Tukwila. The total Gilliam Creek watershed area is approximately 1,900 acres and is bound by the Green River on the east, South 144th Street on the north, SeaTac Airport on the west, and South 166th Street on the south. Gilliam Creek crosses City of Tukwila limits, with the lower half of the watershed within the City of Tukwila and the upper reaches lying in the City of SeaTac. In 1994, a hydrologic study of the upper reaches of Gilliam Creek was completed in order to evaluate alternative improvements in the creek reaches just upstream of 42nd Avenue South. The study is referenced in this report as Gilliam Creek: Detention and Water Quality Enhancements by Perim Engineering, Inc.; Dated November 1994. In this report and as shown in Figure 5 = Gilliam Creek; Basin F, the upper reaches were divided into eight sub - basins labeled A to H. The Quick Park of Washington LLC lies within Sub -Basin F and will discharge into the upper reach of Gilliam Creek known as the South Fork, The South Fork collects runoff from residential neighborhoods between 42 "d Avenue South and Pacific Highway (City of Tukwila) and from commercial and industrial development between Pacific Highway and SeaTac Airport (City of Seattle), The following offsite analysis describes the existing reaches of the South Fork of Gilliam Creek beginning at the southwest corner of the project site to the confluence Gilliam Creek which is more than'' / -mile downstream of the project site. Peach 1- On the southwest corner of the site, a 36 -inch culvert conveys flows from an approximate 200 -acre basin upstream of Old Military Road, The culvert discharges into a natural ravine along the west side of the project site. The channel in the bottom of the ravine is approximately 10 feet wide and flows to the north, parallel to the project site for approximately 500 feet at an approximate slope of 1 -2 %, (see Figure 6 — Downstream Flow Map), The west portion of the existing North sub -basin sheets flows into this reach, ?each 2, - At the northwest corner of the site, the channel turns easterly running parallel with the north boundary line of the project site and SR 518 for approximately 1000 -feet. The channel increases in grade and is approximately 10 feet wide, The channel appears to be stable and does not show signs of erosion, Fallen trees and thick under -brush line the channel bottom and side slopes. The northerly and westerly portions of the existing North Basin enter this reach by sheet flow and channel flow. The existing ditch adjacent to 158th dividing the site into Quick Park of Washington LLC Technical Information Report Perteet Engineering, Inc. 1: the North and South sub - basins enters into Reach 1 This flow path is described as follows: Stormwater from the South basin sheet flows into a shallow swale running parallel to S. 158`h Street. The swale runs easterly to a storm drainage system on the southwest corner of the South basin. The storm drainage system continues east on S. 158th Street in a series of culverts, pipes and catch basins. The storm drainage system continues east for approximately 300 -feet before turning north. The system connects to the drainage system of the Grande Terrace Apartments and ultimately discharges into the Reach 2 of the SR 518 channel as noted above. eac 3 - Approximately 900 -feet from the northeast corner of the project site, the channel crosses under SR 518. The exact inlet location and size of the pipe crossing is unknown, however, a 60 -inch CM pipe outlet has been located on the north side of SR 518 and is shown on Figure 7. The end point of this reach marks the discharge point of Basin F. The catchment area is approximately 223 - acres. The 25 -year peak flow rates at this point were estimated to be 98 cubic feet per second (reference: Perteet Engineering Inc., Giliam Creek: Detention and Water Quality Enhancements, 1994) Reach 4 — The 60 -inch pipe discharges into a 360 -feet long heavily armored rock channel constricted at the toe of the SR 518 Fill slope. The channel appears stable and is approximately 20 -feet wide at the bottom. R acls 5 — From the rock -lined channel, stormwater flows are conveyed into a well- defined base channel approximately 2' — 3' wide. The overall stream corridor broadens. Vegetation is predominately medium to dense brush with some second or third growth tress. Within this channel, remnants of three dam structures are located approximately 400 - feet, 320 -feet, and 80 -feet upstream of 42nd Avenue South, respectively. Historically, ponds formed by these structures were used for Fish rearing by local residents. The locations of the existing structures are shown in Figure 7 — South Fork Gilliam Creek and are described as follows: a Structure 1 was a rock dam. Rocks have moved from their primary position, and no longer functions as a dam. to Structure 2 is a concrete wall approximately 3 -feet in height, extends across half the width of the creek, and is missing the south bottom corner. Q Structure 3 is a 4 -feet high by 20 -feet long concrete dam. The entire concrete dam including a 36 -inch concrete chute is broken and damaged. The 24 -inch outlet pipe appears to be buried at the upstream end. A permanent pond exists upstream of the dam with low flows discharging continuously through the 36" Quick Park of Washington LLC Technical Information Report Perteet Engineering, Inc. chute. High flows appear to overtop the structure but remain within the defined channel. There is evidence of significant sedimentation due to back pooling. Reach 6 - At a distance of 1500 feet from the northeast corner of the project site, the South Fork of Gilliam Creek continues to flow eastward through a 36" culvert under 42nd Avenue South. The end point of this reach marks the discharge point of Basins A through G. This is also the end of the downstream analysis for this project. The catchment area at this location is 530 - acres. The 25 -year peak flow rates at the outlet of the 36" culvert were estimated to be 228 cubic feet per second (reference: Perteet Engineering Inc., Gilliam Creek: Detention and Water Quality Enhancements, 1994). Quick Park of Washington LLC Technical Information Report Perteet Engineering, Inc. • • . • •• • • 11 • • V c c ;!t'• i„•• Reservoir S 160th St • IA 'RPORT • 1 • • • •w • • .•••••••• ■ ■ ■ ■ ■ Sub-Basin Boundries Flow Paths PERTEET ENGINEERING, INC. Civil and Transportation Consultants City of Tukwila Quick Park of Washington LLC Gilliam Creek: Basin F Figure 5 0§ i-k_. PERTEET ENGINEERING, INC. \,s......_ Civil and Transportation Consultants City of Tukwila Quick Park of Washington LLC Downstream Analysis Flow Map Figure 6 ., 101 1 --arn 35mm Drawing# IV. Flow Control And Water Quality Facility Analysis And Design Existing Site Hydrology The existing site drainage is divided into two drainage sub - basins as previously described in Section I — Project Overview. Existing North Sub-Basin This area is approximately 6.4 -acres of medium to dense brush (KCRTS land use type: 71/! Pasture). See Figure 3, Stormwater from the northern and western portions of the site sheet flow towards the ravine on the west and north borders of the site. Runoff from the southern portion of the North sub -basin flows into a shallow ditch discharging into the northeast corner of the sub - basin. Soils are generally of the Alderwood series. Existing Soutt Su -Basin This area is approximately 3.1 -acres of medium to dense brush with second or third growth tress (KCRTS land use type; Till Pasture'). Runoff from the southern portion of the site sheet flows north and is collected in a shallow swale running parallel to S. 158th Street and discharges into a storm drain system in S. 158th Street. Soils in the South sub -basin are also of the Alderwood series. Ex4.511rLeadx The two sub - basins were added together as both sub -basin flows converge within a quarter - mile downstream of the project site discharge point. The total area of the basin is approximately 9.5- acres. The basin was analyzed for the 8,6 -acres that the proposed parking facility will occupy. The remaining 0,9 -acres will be a combination of perimeter landscape area and existing native ground cover areas. It is assumed that the proposed perimeter landscape areas will be equivalent to the existing ground cover conditions. The 8.6 -acres was analyzed as two sub - basins Gast and West) of 4,3 acres each, The Peak annual flow for each basin is 0,154 cfs for the 2 -year storm and 0,447 cfs for the 50 -year storm, Developed Site Hydrology The developed site will discharge proposed flows to the ravine on the northwesterly corner of the site, The total area for the Parking Facility is approximately 8.6 acres. Refer to Figure 4 Proposed Site. The remaining 0.9 acres will be a combination of perimeter landscape area and native ground cover areas, The proposed Parking Facility was designed as two sub - basins (Past and West). Each sub - basin is approximately 4.3 acres. Peak annual flows for the 2 -year storm is 1.07 cfs and the 50 -year storm is 1.87 cfs. Quick Park of Washington LLC Technical Information Report Perteet Engineering, Inc, 1 1 t 1 Water Quality and Water Quantity Control Requirements Washington State Department of Fish & Wildlife (WDFW) Requirements The WDFW required that the Department of Ecology (DOE) Streambank Erosion Control Standard be applied for water quantity control. The standard states that the 2, 10, & 100 year proposed flows match 50% of the 2 year, match 100% of the10 year, & 100 year existing flows. WDFW believes the 98 KCSWDM Level 2 Flow Control is equivalent to this standard. The WDFW calls for the DOE manual to be used for water quality design. The WDFW has no special water quality control requirements. The basic water quality standards in the DOE manual will be applied. City of Tukwila Requi e The City of Tukwila requires Level 1 Flow Control unless after review of Level 1 Offsite Analysis downstream conditions dictate otherwise. Per Mike Cusick, City of Tukwila, a g Level 2 Flow Control has not yet been required on any projects. The City of Tukwila requires the implementation of the Basic Water Quality Menu in the 1998 King County Surface Water Design Manual. The City or Tukwila has no special water quality requirements. Sand filter design is not required. Proposed Water Quality and Water Quantity Control To meet water quantity control requirements, two Level 2 Flow Control facilities are proposed (East vault and West vault). The project proposes wet vaults to meet the basic water quality requirements. Due to site constraints, the underground wet vaults were chosen over the other basic water quality options. Hydraulic Analysis Calculated Target Rates Flow durations show the change in duration of all high flows. Channel scour and bank erosion rates raise proportionally with increases in flow durations. A Level -2 flow control facility requires matching predevelopment and post - development flow duration curves for all flows greater than 50% of the 2 -year flow up to the 50 -year flow. There is an allowable tolerance above 50% of the 2 -year flow; however, at 50% of the 2 -year flow there is no vertical tolerance acceptable. The developed outflow duration curve must be strictly below the target duration curve at the lower end. By maintaining existing erosion rates at predevelopment levels, the aggregate time that developed flows exceed an erosion - causing threshold (i.e., 50% of the 2 -year peak flow), a Level -2 flow control facility can prevent initiation of erosion or stream channel instability. Quick Park of Washington LLC Technical Information Report Perteet Engineering, Inc, A "target" duration curve was created in KCRTS to support facility design. One "target" duration curve was developed for both East and West basins, Each basin is identical in area (4.3 acres) and ground cover type (KCRTS land use type: Till Pasture). The "target" flows for the existing conditions of the site are 0.077 as for 50% of the 2 -year and 0.303 cfs for the 25 -year (target outflows). Matching this flow duration curve controls the design of the detention facilities. Hydraulic Calculations A duration comparison analysis was done for the predeveloped and developed site conditions. A check of tolerance showed that the detention outflow met the 10% deviation between the target outflow and the design outflow. The maximum positive excursion was 0.010 cfs (6.2 %) and the maximum negative excursion was 0.020 cfs (- 20.6 %), Therefore, the detention/wetpond systems meet requirements for sizing a Level -2 flow control facility and durations. The total volume required for detention is 64400 CF. The volume provided for detention is 70840 CF, which includes a safety factor of 10 %. The project proposes a wet vault to meet the basic water quality requirements, Due to site constraints, the wet vault was chosen over the other basic water quality options. The required wetpool volume is 19725 CF and the wet pool volume provided is 27600 CF. All calculations and tables are located in Appendix A. The software program utilized for these calculations was " KCRTS Version 4,4" developed by King County, Quick Park of Washington L.L.0 Technical information Report Perteet Engineering, Inc. V. Conveyance System Analysis and Design Enclosed are the typical calculations necessary for sizing the conveyance system for the project. The Rational Method and Manning's formula were used for sizing each of the storm pipes. The conveyance pipes have been sized to accommodate the 25 -year storm event at a full flow condition. Quick Park of Washington LLC Technical Information Report Pcrtect Engineering. 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Record length: Pervious Land T • es mailM= Soil T • e KCRTS Soil Grou . Cover Grou • Till forest .� Till outwash forest outwash • outwash rasa Wetland Im • ervious Land T • es land use Acres • e EIF /EIA Non effective Reverts to:/ area PArzeiiq (C1 N - 4. MIIMINIMIt (.tJ uste • an • use areas • ass • on calcu goons KCRTS So I Grou • Cover Grou • orest added scream.. Com • uted Acreage for odel TIII 111 TI outwash forest outwash • asture outwash • ran Wetland ow • at ata 'act ve m •ery ous ota rea C ec Lan • slo • e IIIIIIIIIIIIIIIIMIIIMIIIII 1 otes: 1 1 t KCRTS Data entry and computation sheet Project EcFtiBuc, Parx1146r Comp By: Region: 7,ac,,, Date:OcTeE,rie. 2G,da Basin Name Y Total Acreage: 4. 5 page i of 1 pages Scale factor: i File Name: ��a��r�., �.k- Time stet: L tie 1- Record length: Pervious Land T • es Soil T • e KCRTS Soil Grou • Cover Grou • acrea . e forest • asture , .._. rasa outwash forest outwash outwash • Wetland `mp.ry ous Land -ypes land use Acrea ! e EIF /EIA Non effective Reverts to:/ area • uste • an • use areas • ass • on ca cu at ons RTS Soil Grou • Cover Grou • added acres f e Com • uted Acrear o Model Till orest no NI ,■ rase outwash forest outwash • asture outwash , rass Wetland 'ect ve m •ervious ow at ata ota rea ec Land Use T • - len ' th elo • e ._.. • otes: 0 0 0 N el r1 0 011000100010103 01010103 10t11NO 01 000000000 ig:8000000000 �000000m 4 0 Q g . • . . . • • • . a f�1 O N X0-1 lA 1v1 N r) rl 0 rf 6 el N M d0 to 10 t. 00 i E 1 W 1 .. 01 M 1O CO 01 do 1'�1 01 rat 6 rl0t�1AeNIl1r4NIP l gc4 L11mNNNelel0er 1 `'000000000 1 1 1 1 1 1 00000000 1 0 0 0 0 0000 1 •• U •. .• U •• .. •• el e M ON CO 10 4.1 1M r1 N M �t+ u) 10 10 CO O 0 0 0 0 0 0.0 01 to CO R' Ill 00 sN 01 OONNOHNO •-1 H NNN NNN -I N w ri Nt`►MOOWq+lllri �u a gacild M 1A 01 CP 00 01 Ot b M rrii N O r1 N N tn1 .&J 4 a4 U • . . . • . . 90 I O....00000000 Pi 0 VI. Special Reports and Studies 1. Geotechnical Engineering Study by GeoEngineers, Inc. December 1999. 2. Wetlands Analysis (conducted by Shapiro) 3. Traffic Study 4. Coordination for Future Regional Stormwater Detention/Water Quality Site 5. Gilliam Creek: Detention and Water Quality Enhancements by Perteet Engineering, November 1194 6. Gilliam Creek Basin Drainage Study by KCM, Inc. June 1986. 10 Quick Park of Washington LLC Perteet Engineering, Inc, Technical Information Report VII Other Permits 1. Land Use Permit 2. Reasonable Use Exemption Permit 3. Clearing and Grading Permit 4. Construction Permits 5. Fire Permit 11 Quick Park of Washington LLC Pcrteet Engineering, Inc. Technical Information Report VIM ESC Analysis and Design Actions taken to minimize erosion and reduce the impact of sediment on the drainage system due to construction are as follows: temporary check dams and interceptor swales will help convey water to 3 temporary sediment ponds located on the northwest, northeast, and the southeast sections of the site. Sediment ponds are per 98 KCSWD Manuel. Filter fabric fence will be placed along the limits of grading. All temporary sediment pond calculations are located in Appendix 13. 12 Quick Park of Washington LLC Technical Information Report Ported Engineering, Inc. fl IX. Bond Quantities, Facility Summaries, and Declaration of Convenant To be furnished with final report. 13 Quick Park of Washington LLC Technical Information Report Perteet Engineering, Inc. 41. X. Operations and Maintenance Manual To be furnished with final report. • • • 14 Quick Park of Washington LLC Perteet Engineering, Inc. Technical Information Report VI JD 0-1-1 35mm Drawing# t 33 East /West Vaults Retention /Detention Pacility Type of Facility: Detention Vault Facility Length: 460.00 ft Facility Width: 20.00 ft Pacility Area 9200. sq. ft Effective Storage Depth: 7.00 ft Stage 0 Elevation: 0.00 ft Storage Volume: 64400. cu. ft Riser Head: 7.00 ft Riser Diameter: 18.00 inches Number of orifices: 2 Full Head Pipe Orifice M Height Diameter Discharge Diameter (ft) (in) (CPS) (in) 1 0.00 1.20 0.103 2 3.75 1.90 0.176 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac -ft) (cfe) (eft) 0.00 0.00 0. 0.000 0.000 0.00 0.01 0.01 92. 0.002 0.004 0.00 0.02 0.02 184. 0.004 0.006 0.00 0.04 0.04 368. 0.008 0.008 0.00 0.05 0.05 460. 0.011 0.009 0.00 0.06 0.06 552. 0.013 0.010 0.00 0.07 0.07 644. 0.015 0.011 0.00 0.09 0.09 828. 0.019 0.012 0.00 0.10 0.10 920. 0.021 0.012 0.00 0.11 0.11 1012. 0.023 0.013 0.00 0.23 0.23 2116. 0.049 0.019 0.00 0.35 0.35 3220. 0,074 0.023 0.00 0.47 0.47 4324. 0.099 0.027 0.00 0.59 0.59 5428. 0.125 0.030 0.00 0.71 0.71 6532. 0.150 0.033 0.00 0.82 0.82 7544. 0.173 0.035 0.00 0.94 0.94 8648. 0.199 0.038 0.00 1.06 1.06 9752. 0.224 0.040 0,00 1.18 1.18 10856. 0.249 0.042 0.00 1.30 1.30 11960. 0.275 0.044 0.00 1.42 1.42 13064. 0.300 0.046 0.00 1.54 1.54 14168. 0.325 0.048 0,00 1.65 1.65 15180. 0.348 0.050 0.00 1.77 1.77 16284. 0.374 0.052 0.00 1.89 1.89 17388. 0.399 0.054 0.00 2.01 2.01 18492. 0.425 0,055 0.00 2.13 2.13 19596. 0.450 0.057 0.00 2.25 2.25 20700. 0.475 0.058 0.00 2.37 2.37 21804. 0.501 0.060 0.00 2.49 2.49 22908. 0.526 0.061 0.00 2.60 2.60 23920. 0.549 0.063 0.00 2.72 2.72 25024. 0.574 0.064 0.00 2.84 2.84 26128. 0.600 0.066 0.00 2.96 2.96 27232. 0.625 0.067 0.00 3.08 3.08 28336. 0.651 0.068 0.00 3.20 3.20 29440. 0.676 0.070 0.00 3.32 3.32 30544. 0.701 0.071 0.00 3.43 3.43 31556. 0.724 0.072 0.00 3.55 3.55 32660. 0.750 0.073 0.00 3.67 3.67 33764. 0.775 0.075 0.00 3.75 3.75 34500. 0.792 0.075 0.00 3.77 3.77 34684. 0.796 0.076 0.00 3.79 3.79 34868. 0.800 0.079 0.00 3.81 3.81 35052. 0.805 0.083 0.00 3.83 3.83 35236. 0.809 0.088 0.00 3.85 3.85 35420. 0.813 0.095 0.00 3.87 3.87 35604. 0.817 0.103 0.00 3.89 3.89 35788. 0.822 0.112 0.00 3.91 3.91 35972. 0.826 0.116 0.00 3.93 3.93 36156. 0.830 0.118 0.00 4.0S 4.05 37260. 0.855 0.132 0.00 4.17 4.17 38364. 0.881 0.143 0.00 4.28 4.28 39376. 0.904 0.152 0.00 4.40 4.40 40480. 0.929 0.161 0.00 4.52 4.52 41584. 0.955 0.169 0.00 4.64 4.64 42688. 0.980 0.176 0.00 4.76 4.76 43792. 1.005 0.183 0.00 4.88 4.88 44896. 1.031 0.190 0.00 5.00 5.00 46000. 1.056 0.196 0.00 5.11 5.11. 47012. 1.079 0.202 0.00 S.23 5.23 48116. 1.105 0.200 0.00 5.35 5.35 49220. 1.130 0.214 0.00 5.47 5.47 50324. 1.155 0.219 0,00 5.59 5.59 51428. 1.181 0.225 0.00 5.71 5.71 52532. 1.206 0.230 0.00 5.83 5.83 53636. 1.231 0.235 0.00 5.95 5.95 54740. 1.257 0.240 0.00 6.06 6.06 55752. 1.280 0.245 0.00 6.18 6.10 56856. 1.305 0.250 0.00 6.30 6.30 57960. 1.331 0.254 0.00 6.42 6.42 59064. 1.356 0.259 0.00 6.54 6.54 60168. 1.381 0.263 0.00 6.66 6.66 61272. 1.407 0.267 0.00 6.78 6.78 62376. 1.432 0.272 0 ►00 6.89 6.89 63388. 1.455 0.276 0.00 7.00 7.00 64400. 1.478 0.280 0.00 7.10 7.10 65320. 1.500 0.745 0.00 7.20 7.20 66240. 1.521 1.590 0.00 7.30 7.30 67160. 1.542 2.690 0.00 7.40 7.40 60080. 1.563 3.990 0.00 7.50 7.50 69000. 1.584 5.460 0.00 7.60 7.60 69920. 1.605 6.890 0.00 7.70 7.70 70840. 1.626 7.420 0.00 7.80 7.80 71760. 1.647 7.920 0.00 7.90 7.90 72680. 1.669 8.380 0.00 8.00 8.00 73600. 1,690 8.820 0.00 8.10 8.10 74520, 1.711 9.240 0.00 8.20 8.20 75440. 1.732 9.640 0,00 9.30 8.30 76360. 1.753 10.020 0.00 8.40 8.40 8.50 8.50 8.60 8.60 8.70 8.70 8.80 8.80 8.90 8.90 Hyd Inflow Outflow Target Cal 1 2.03 * * * * * ** 1.2 2 1.04 3 1.56 4 1.24 5 1.11 6 0.69 7 0.92 8 1.07 C 9 0.27 0.25 0.21 0.21 0.13 0.07 0.07 77280. 78200. 79120. 80040. 80960. 81880. Peak Stage 7.16 6.78 6.24 5.37 5.18 4.0S 3.62 3.41 Route Time Series through Facility Inflow Time Series File:prop.tsf Outflow Time Series File :rdout 1.774 1.795 1.816 1.837 1.859 1.880 Elev 7.16 6.78 6.24 5.37 S.18 4.05 3.62 3.41 10.390 10.750 11.090 11.430 11.750 12.070 0.00 0.00 0.00 0.00 0.00 0.00 Storage (Cu -Pt) (Ac -Ft) 65914. 62340. 57373. 49420. 47689. 37297. 33334. 31332. 1.513 1.431 1.317 1.135 1.095 0.856 0.765 0.719 Inflow /Outflow Analysis Peak Inflow Discharge: 2.03 CFO at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 1.29 CPS at 10 :00 on Jan 9 in Year 8 Peak Reservoir Stage: 7.16 Ft Peak Reservoir Elevi 7.16 Ft Peak Reservoir Storage: 65914. Cu -Ft : 1.513 Ac -Ft Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedonce_Probability CFS 0.004 30948 50.470 50.470 49.530 0.495E +00 0.011 4686 7.642 58.112 41.888 0.419E +00 0.019 5298 8.640 66.751 33.249 0.332E +00 0.027 4795 7.820 74.571 25.429 0.254E +00 0.034 4620 7.534 82.105 17.895 0.179E +00 0.042 3894 6.350 80.456 11,544 0.115E +00 0.050 2515 4.101 92.557 7.443 0.744E -01 0.057 1577 2.572 95.129 4.871 0.407E -01 0.065 1310 2.136 97.265 2.735 0.373E -01 0.073 982 1.601 98.867 1.133 0.113E -01 0.080 334 0.545 99.411 0.589 0.589E -02 0.088 28 0.046 99.457 0.543 0.543E -02 0.095 18 0,029 99.486 0.514 0.514E -02 0.103 16 0.026 99.512 0.488 0,488E -02 0.111 5 0.008 99.521 0.479 0.479E -02 0.118 21 0.034 99.555 0.445 0.445E -02 0.126 27 0.044 99.599 0.401 0,401E -02 0.134 25 0.041 99.640 0.360 0.360E -02 0.141 27 0.044 99.684 0.316 0.316E -02 0.149 18 0.029 99.713 0.287 0.287E -02 0.156 14 0.023 99.736 0.264 0.264E -02 0.164 12 0,020 99.755 0.245 0.245E -02 (") 0.172 18 0.029 99.785 0.215 0.215E-02 0.179 22 0.036 99.821 0.179 0.179E-02 0.187 14 0.023 99.843 0.157 0.157E-02 0.195 13 0.021 99.865 0.135 0.135E-02 0.202 12 0.020 99.884 0.116 0.116E-02 0.210 10 0.016 99.901 0.099 0.995E-03 0.217 16 0.026 99.927 0.073 0.734E-03 0.225 9 0.015 99.941 0.059 0.587E-03 0.233 7 0.011 99.953 0.047 0.473E-03 0.240 5 0.008 99.961 0.039 0.391E-03 0.248 6 0.010 99.971 0.029 0.294E-03 0.256 8 0.013 99.984 0.016 0.163E-03 0.263 4 0.007 99.990 0.010 0.978E-04 --) 0.271 5 0.008 99.998 0.002 0.163E-04 izr Perteet Engineering iNCORPORATID Civil and Transportation Consultants Sheet 1 of 1 Project No. %Bog *AO riCart t3vt, 41'0* Po 3 414. 1‘44114 /44guAi. orroom fis4 Welfook• Mum• Ms AM. 111504 Vr • (OA Ai 4O25At4O.%OA44 �o)E. )/4 *4 • Ato. 01 impouvms guttc Slime 'w Ail • Alf* or -nvi. toms At4 % Asia. 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Ri W1'' Nr- 1N000r10r4 ✓ l pr 4rl.1 Id 1• CO M 10 V+ U1 N r-1 r0 : 1d ' w••+ a4) 611 4.1▪ 4) w (1) 0 ig .■.NMto1111001MN'Ci 41 f;11 sr r-i 01 V• 01 111 10 C► 41 41) 4-1 G4N CS) NNNNNI414.1 B0 r 3 U • • • • • • • • 0 ��N 4 rQ'-'00000000 ft w ° U Perteet Engineering INCORPORATED Civil and Transportation Consuuhants - 4noject R4P•d•w Pm:go* Sheet of Project No. 14evvil 46i Lo h4 7m oUs Imo( a ocirwe 1 fl 41/6 y 246 ° 41/4 k 0.404 r 0,04e rlrmNe fbo owstw 2 04 x *MOP DITTO- �'q X 4 3 o rdout.pks in Sea -Tac • predev.pks 0 Fi,turn Period 5 1 R • • 0 00 • 0 • 1'0 0 10 20 30 40 50 60 70 80 90 95 98 99 Cumulative Probability File: 35mm Drawing# Retention /Detention Facility Type of Facility: Detention Vault Facility Length: 130.00 ft Facility Width: 20.00 ft Facility Area 2600. sq. ft Effective Storage Depth: 4.00 ft Stage 0 Elevation: 0.00 ft Storage Volume: 10400. cu. ft Riser Heads 4.00 ft Riser Diameter: 18.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CPS) (in) 1 0.00 0.94 0.048 2 3.00 0.77 0.016 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac -ft) (cfe) (cfn) 0.00 0.00 0. 0.000 0.000 0.00 0.01 0.01 26. 0.001 0.002 0.00 0.02 0.02 52. 0.001 0.003 0.00 0.03 0.03 78. 0.002 0.004 0.00 0.04 0.04 104. 0.002 0.005 0.00 0.05 0.05 130. 0.003 0.005 0.00 0.06 0.06 156. 0.004 0.006 0.00 0.07 0.07 182. 0.004 0.006 0.00 0.08 0.08 208. 0.005 0.007 0.00 0.18 0.18 468. 0.011 0.010 0.00 0.28 0.28 728. 0.017 0.013 0.00 0.38 0.38 988. 0.023 0.015 0.00 0.48 0.48 1248, 0.029 0.017 0.00 0.58 0.58 1508. 0.035 0.018 0.00 0.68 0.68 1760. 0.041 0.020 0.00 0,78 0.78 2028. 0.047 0,021 0.00 0.88 0.88 2288. 0.053 0.022 0.00 0.98 0.98 2548. 0.058 0.024 0.00 1.08 1.08 2808. 0.064 0.025 0.00 1.18 1.18 3068. 0.070 0.026 0.00 1.28 1.28 3328. 0.076 0.027 0.00 1.38 1.38 3588. 0.092 0.028 0.00 1.48 1.48 3848. 0.088 0.029 0.00 1.58 1.58 4108. 0.094 0.030 0.00 1,68 1.68 4368. 0.100 0.031 0,00 1.78 1.78 4628. 0.106 0.032 0.00 1.88 1.88 4888. 0.112 0.033 0.00 1.98 1,98 5148. 0.118 0.034 0.00 2.08 2.08 5408. 0.124 0.035 0.00 2.18 2.18 5668. 0.130 0.035 0.00 2 ►28 2.28 5928. 0.136 0.036 0.00 2.38 2.38 6188. 0.142 0.037 0.00 2.48 2.48 6448. 0.148 0.038 0.00 2.58 2.58 6708. 0.154 0.039 0.00 2.68 2.68 6968. 0.160 0.039 0.00 2.78 2.78 7228. 0.166 0.040 0.00 2.88 2.88 7488. 0.172 0.041 0.00 2.98 2.98 7748. 0.178 0.041 0.00 3.00 3.00 7800. 0.179 0.042 0.00 3.01 3.01 7826. 0.180 0.042 0.00 3.02 3.02 7852. 0.180 0.043 0.00 3.03 3.03 7878. 0.181 0.044 0.00 3.04 3.04 7904. 0.181 0.045 0.00 3.05 3.05 7930. 0.182 0.045 0.00 3.06 3.06 7956. 0.183 0.046 0.00 3.16 3.16 9216. 0.199 0.049 0.00 3.26 3.26 8476. 0.195 0.052 0.00 3.36 3.36 8736. 0.201 0.054 0.00 3.46 3.46 8996. 0.207 0.056 0.00 3.56 3.56 9256. 0.212 0.057 0.00 3.66 3.66 9516. 0.218 0.059 0.00 3.76 3.76 9776. 0.224 0.061 0.00 3.86 3.86 10036. 0.230 0.062 0.00 3.96 3.96 10296. 0.236 0.064 0.00 4.00 4.00 10400. 0.239 0.064 0.00 4.10 4.10 10660. 0.245 0.527 0.00 4.20 4.20 10920. 0.251 1.370 0.00 4.30 4.30 11180. 0.257 2.470 0.00 4.40 4.40 11440. 0.263 3.770 0.00 4.50 4.50 11700. 0.269 8.240 0.00 4.60 4.60 11960. 0.275 6.660 0.00 4.70 4.70 12220. 0.281 7.190 0.00 4.80 4.80 12480. 0.297 7.690 0.00 4.90 4.90 12740. 0.292 8.150 0.00 5.00 5.00 13000. 0.298 8.590 0.00 5.10 5.10 13260. 0.304 9.000 0.00 5.20 S.20 13520. 0.310 9.400 0.00 5.30 5.30 13780. 0.316 9.780 0.00 5.40 5.40 14040. 0.322 10.150 0.00 5.50 5.50 14300. 0.328 10.500 0.00 5.60 5.60 14560. 0.334 10.850 0.00 5.70 5.70 14820. 0.340 11.180 0.00 5.80 5.80 15080. 0.346 11.500 0.00 5.90 5.90 15340. 0.352 11.820 0.00 6.00 6.00 15600. 0.358 12.120 0.00 Hyd Inflow Outflow Peak Storage Target Cale Stage Blew (Cu -Ft) (Ac -Ft) 1 0.47 * * * * * ** 0.37 4.07 4.07 10570, 0.243 2 0.24 * * * * * ** 0.15 4.02 4.02 10450. 0,240 3 0.26 0.06 0.06 3.94 3.94 10253, 0.235 4 0.26 * * * * * ** 0.06 3.60 3.60 9350. 0.215 5 0.29 * * * * * ** 0.05 3.22 3.22 8369. 0.192 6 0.16 0.04 0.04 2.50 2.50 6499. 0.149 7 0.21 * * * * * ** 0.03 1.69 1.69 4383. 0.101 8 0.25 * * * * * ** 0.03 1.67 1.67 4352. 0.100 Geo Engineers Republic Parking c/o Pence Engineering, Inc. 10209 Bridgeport Way Southwest. Suite C -1 Lakewood, Washington 98499 1 try April 30, 2001 Attention: George Reynolds /Jacob Kunthara' .; Design Calculations Keystone Retaining Walls Quick Park of Washington Tukwila, Washington File No. 7704 - 001 -01 This supplemental letter presents our design calculations and typical sections for the Keystone retaining walls that are proposed for the Quick Park of Washington parking lot, in Tukwila, Washington. The site is located along South 158'x' 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 geotcohnical engineering services for the project, the results of which are presented in our report dated December 20, 1999. The designs presented in this letter are supplemental to our report dated December 20, 1999. The wall designs should be used in co,Uunction with our previous recommendations. The wall designs are based on the preliminary drawings shown in Attachment A, Construction specifications have not been completed for the project for the Keystone retaining walls. The construction documents should include earthwork specifications that are specific to the project she conditions and to the construction of the proposed Keystone retaining walls, DESIGN METHODOLOGY The wall design methodology was in general accordance with the AASHTO MSE wall design guidelines We used the MSEW (version 1.1) wall design program developed by ADAMA Engineering, Inc. for our analyses, The MSEW output was also checked using the Keywall GeoEnguieers, Inc. 8410 154th Avenue N.E. Redmond, WA 98052 Telephone (425) 861-6000 Fax (425) 8614050 www.geoengineers.com RTC: MAY 0 1 ZUUi PERMIT C ?.r41 ER aZ- • Republic Parking c/o P, eect Engineering April 30, 2001 ��� Page 2 design software (version 1 b) developed by Keystone Retaining Wall Systems, Inc. The typical wall sections are shown in Attachment B, and the wall design output is shown on Attachments C through J. SOIL PARAMETERS The soil parameters used in the design calculations are all assumed and shown below, Soil Parameters. Soils Unit Weight, Y (Cc� Friction Angle, ¢ (degrees) Cohesion, c s Reinforced Backlit! 130 32 0 Retained Soil 130 32 0 Foundation Soil 130 38 0 LOADS Traffic loads above the walls were simulated using a 15 -foot wide strip load of 300 psf. The load from possible concrete jersey barriers at the top of the walls were evaluated using a surcharge equivalent to 150 pcf, 3 feet high. The horizontal ground acceleration coefficient used in the seismic design for the walls was 0.15g (per AASWTO recommendation for seismic design of MSC walls). MINIMUM FACTOR OF SAFETY The following minimum factors of safety were used in the design calculations. Minimum Factor of Sefcty. Factor of SafetL__ Static Seism le Ooogrld Pullout 1.5 1.1 Oeogrid Connection 1.5 1.1 Overturnin , 2.0 .— 1.5 Sildln, 1,5 1.1 Bcarin = Cs . aci 2 1.5 Soil - geogrid interaction coefficient o 0.80 ALLOWABLE BEARING PRESSURE Maximum allowable bearing pressure -= 3,000 psf, which includes a factor of 2. Assumes that all walls are founded on very dense undisturbed glacial till, or on structural fill compacted to at least 95 percent maximum dry density (per ASTM D 1557) that directly overlies very dense Gcognsinccrs File No. 7704-001-01-1130 Republic Parking c/o P,teet Engineering April 30, 2001 Page 3 glacial till. Wall excavation subgrade conditions should be evaluated and approved by the geotechnical engineer during construction. GROUNDWATER The maximum groundwater table was assumed to be lower than the toe of all the walls (except Wall A) as not to affect the stability of the walls. Wall A was evaluated with the potential for water to pond near the toe due to the adjacent wetland. All walls were designed assuming adequate back drainage will be provided and that all groundwater seepage encountered during construction will be intercepted such that it does not impact the performance of the walls. NOTES The Keystone retaining wall shall be constructed in accordance with the tnnnufacturer's construction guidelines and specifications. Typical Keystone specifications are shown in Attachment K. The Keystone walls should be installed by a contractor who is a certified installer of Keystone walls. 4 +P Wo 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 should you have any questions concerning our findings or recommendations, or should you require additional infornation. Yours very truly, GeoEngineers, Inc. Robert C. Metcalfe, P.E. Senior Engineer RCM ;KOB:nh Ac 1001tina1s1116001703WellDc sigatr,doc Attachments e P.E. Principal 0coEnginccrs File No, 7704.001.01.1130 ATTACHMENT A File: 35mm Drawing# i ATTACHMENT B e•• JOB eqt..tkier- PA FILE NO. 8Y Pam. id DATE V -;//, 7A° SHEET a \ < tu ,„ t% 4.i \ • $. lia ZJ \‘ X q \\4--\)!I tt) V tri 1. 9 -du 1( Geo Engineers 1 CHECKED BY • o -� 35mm Drawing# I LI JOB BY oecte,_ p 6evioato MIN1111110101110.116 FILE NO, 7 7cd —cdcd DATE IIIMINNIMMOINNO tdis` LM ges4 cat Cre 0i• C nt1 A/o R774 ( GDP pvt rwe Geo.Enginecrs SHEET / OF / (VA L Lat■ IN Co ric r•41.4e. Prbem, A/ 6,, ve.we.e. txt./404) pw,4./6 ramed7/9 41 •te r'Z' /0 .4 • flok.AL ototov p_ OtA f•Ff 75" \ 1 —1 Or0775■46. r-Aakwc Eacemep r a 444 vtoorti CHECKED BY 1 MJDI ThQ7 •35 Drawing# 1 MSEW -- Mechanically Stabilized Ea'''Walls r Republic Parking Lot PteetltMkthtnt. Wed Apr 121::41:172000 , CA1SEW Verstml 11\ tteyublicP arkmkkepubbc.111201.ntN ..s$16811. 1..41 01111.16.■ I Wt. I...11Y/.•Yw.11Y1••.■■•4- 1a*b..s11 Into Iw I I YAM Os* 11Yl.1..•4111M•/.w 111411.....11 YY•/1..111d •I._111011•Io..i1 MIN O.r1I Ye. •.w11 WIseI 11111. •..s1 I Yw 1..s Y.•1.111 /Y11.. Republic Parking Lot PROJECT IDENTIFICATION Title: Republic Parking Lot Project Number: 7704-001-01 Client: Pcrtect Engineering Designer: AES Station Number: Typical <12' (WALL A r g, / G Description: Simple vertical wall, Wall height • Phi of reinforced till backlit 1= 32 degrees, Ai," rA tatilc � �� a �: p >r� Company's information: Name: GcoEn ineers, Inc. Street: 8410 154th Ave NE Redmond, WA 98052 Telephone N: 425. 861.6000 Fax N: 425. 861.6050 E -Mail: Original file path and name: C :IMSEW Version 1.11Repubiic Parkln9\Republic,H12.01.BEN Original data and time of creating this file: 4/11/2000 PROGRAM MODE: Iw.•11 ANALYSIS of a SIMPLE STRUCTURE using OEOTEXTILE as reinforcing material, .1111 .n111 Republic Parking Lot Copyright 0 1998 ADAMA Engineering. Inc. woo MOIR 1.0.• 0 10•4111 1.1111 M IWPM 1..•4Il 1..11 1 Page 1 of 10 License number M•US•0140 Republic -- Mechanically Stabilized E Walls Cptiblic Parking Lot preea,f bate/Tune Wed Apt 121':41:472000 C.WSCN' Versirn, 1.11Rep+rLbc p1,r1 rnRl.Y.epuLllc I1f�N •Yw /1Yl- ir- I1M-i-Ir/ I IM111-r11 W+'I-r11Y/Y ir11W- ■- •■111WW i•••1/W -I. 11 11 11 - /..u11 W-11 i11W�'1.w1/1M►-1w111N *rw1 jY/ -Iw11 Ywlw 11YY�Y + *r1111**11 •1 **l.r11 YY -1111121? wwr.t° 11 SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction. q, RETAINED SOIL Unit weight, y Design value or internal angle of friction. 4, 130,0 lb /il 32.0 ° 130,0 lb/ft 32.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, , 130,0 lb/ft 3 Equivalent internal angle of friction, 448,8,, 38.0 ° Equivalent cohesion, 0.0 Ib /ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) 0.3073 (if batter is less than 10 °, Ka is calculated from cq, 15. Otherwise, cq. 38 is utilized) Inclination of internal slip plane, tit 21 61.00° see Fig. 28 in DEMO 82). Ka (external stability) gi 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 16, Otherwise, eq, 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc 61.35 Ny= 78.02 SEISMICITY Maxittttlm ground acceleration coefficient a ° - 0.15 Kae (c.> 0) - 0.4368 Kae (a, II 0) • 0.3073 A Kae in 0.1295 (see cq. 37 in DEMO 82) Seismic toil- geotcxtlle friction coefficient, F* is 80.0% of its specified static value. Ropublic Putting Lot Copyright 0 1998 ARAMA Engineering. Inc. Page 2 of 10 License number M•US.0140 MSEW -- Mechanically Stabilized Ear"'VVaIIS � Republic Parking Lot ptt+etd Oitehircle. Wed Apt 1217:41.49 2000 ) l 1M1it• Venom 1 Ilkepnlda ParIinpkeptit ht 1112 u1.111 N rr.•rf I Whir ..r WWI* oar ll WHO f.... I l I Seth* .....11 rM.$oral IM** •••••• w..•••• MO. ••••• w. •.r.,. w..... "Wm .w..j,S* INPUT DATA: Geotextiles (Analysis) D A T A Gcote \tile Gcotextile Gcotcxtilc Geotextile Gcotextile `pelt . (1b /ftI 3697.0 6294.0 7533,0 Durability reduction factor, RFd 1.0 1,0 1,0 Installation-damage reduction factor, Reid 1.05 1.05 1,05 Creep reduction factor, RFc 2,64 2,74 2,51 N/A N/A Fs-overall for strength N/A N/A N/A Coverage ratio, Re 1,000 1.00 1.00 Friction angle along geotextiie -soil interface, p 22.63 22,63 22.63 Pullout resistance factor, F* 0.7.tan41 0.7.tan4, 0,7.tan4, N/A N/A Scale- ctfcct correction factor, a. 0.6 0.6 0,6 Variation of Lateral Earth Pressure Coefficient With Depth Z K /Ka Oft 1.00 0 3.3 ft 6,6 ft 1. Z� 00 0�6. 9.8 ft 1.00 13.1 ft 1.00 9. 16.4 ft 1.00 19.7 t 1.00 16. 26. 0.0 1.0 2.0 K /Kn 3.0 11tl)r 'MINI! INFW 1A1!Itt0Y'1 4.11 tOPIthU 10011Yw•WtllniY•.wllllll<11YwN1WNW Republic Parking lot Copyright 0 1998 ADAMA Engineering. Inc. 32.8 I I Up'Yw1g1! 11� ►1w�111�'1�111 t 11�a.�U 1�'Y�I I fAYl�wl l lam' Iw.0 (Y.�111EYY.. a Y.'M1....1 YIPY.�rU t1�Y 1*�.111!!!a'4wU Page 3 of I0 License number M•US•0I40 MSE V -- Mechanically Stabilized E. Walls Republic Parking Lot Presd+l Dale/rune Wed Apt 1212 41 49 2600 C Velum 1 I\kepoldlr Parklninkepldl6c.III: tlt NI:k • ►... .. 111r.r11fIIr1...1.11 Wr.-.w11 Wr..a.. 111Wr.- ...IIYrr... ,1Wrfwf l St 1.r.r.1WYr..4.11M0'r.rwl1 Wrl..r11 W/...I • INM1.I.y, l S*e.r lIS INPUT DATA Facia and Connection (Analysis) FACIA type: Facing enabling frictional connection of reinforcement (e.g., modular concrete blocks. gabions) Depth/height of block is 1.0/0.7 ft. Horizontal distance to Center of Gravity of block is 0,5 ft. Average unit weight of block is yr = 75,0 lb/ft' z /Hd To- static / Tmax or To- seismic / Tmd • 0,00 0.25 0.50 0.75 1,00 Ocotcxtilc Typc #1 0) CRu rn 1000.0 0.90 2000.0 0.90 1.00 1.00 1.00 1,00 1.00 Gcotcxtilc Type fl2 CRu 1000.0 0.90 2000,0 0.90 Ocotaxtll T_ C ype 111 Gcotcxtile Type 112 a 0.0 0.00 0.0 0.00 1000.0 0.90 1000.0 0.90 z /Hd 0.00 0,25 0.50 0.75 1.00 Top of **II 1.00 0,90 0.80 0.70 0,60 To- static / Tinax or To- seismic / Tmd Gcotcxtllc Typc 1/3 Gcotcxtilc Typc 114 Gcotcxtilc Typc 115 a CRu cr Cltu Q CRu 1000.0 0.90 2000.0 0,90 N/A N/A Ocotcxtilc T�ype 113 Gcotcxtlic Type 114 Ocotcxtile N5 e CRa e Clis Q Clti 0.0 0.00 1000.0 0.90 tt1 a " Confining stress in between stacked blocks (lb/11 9 nl CRu - Tult -c / Tult r'1 CRs . Tpo-c / Tult In seismic analysis, To-pullout is reduced to 80% of its static value. N/A N/A DATA (for connection only) Type 111 Durability reduction factor, RFd Creep reduction factor, RFc Overall factor of safety: connection break, Fs Overall factor of safety, connection pullout, Fs Typo 112 Type #3 Type #4 Type #5 1,50 1.50 1.50 N/A N/A 2.64 2,64 2.64 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.50 IMRiilt ii11Iw0WI* wID woo yowl I(/llflAwu illP'►m0111 01,4eve IWNW howl aliPriw-.ii MOW ba. d1MNfrow .ii11D1Ii•1r.111f11llll.-.N7H10 1wpIimIpM1 1r1,11171i.weu Iltrlwr.11WIP/rTrRUMid' lore I/ WIN Irmorll MOW veprU Republic Panting Lot Copyright *1998 ADAMA Engineering, inc. Page a of 10 License number M•US.O140 MSEW -- Mechanically Stabilized Er —Walls Republic Parking Lot Present Datelrune: Wed Apt 1 :11.41 0:000 t''41SCW Yew*, 1.1 kepubbc Plobtlir kep,lbIit 111: 01111:N •...0 NW* irw.,, Y'/-..W„WI.•...1,Yfr•.w„Yf• *•.w 0S,t,.00„00-0.4- „.t. *t. 11W -•w-,I LL.I.. *ow „1~ of.” W I* •....,, Wr`•.r... W. Ie.., W *fa . IW. 0.441„00.0... 11 W11.11...../•/• 0.....11.1.144a. to INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd Batter. c,, Backstops, (i Backsiope rise 12.00 1111 0.0 dcgj 0.0 deg] 0,0 lit] ( Embedded depth is E = 2.00 ft, and height above top offinishcd bottom grade is 14 10.00 ft ) Broken back equivalent angle. I = 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 (lb /fig OTHER EXTERNAL LOAD(S) [S1) Strip Load. Qv -d = 300.0 and Qv -1= 0.0 [1b /ft 9. Footing with, b=15.0 [ft1. Distance of center of footing from wall face. d = 9,5 Ift] (0 depth of 0,0 [ti) below soil surface, ANALYZED REINPORCEMENT LAYOUT: S1[ SCALE: 0 2 4 6 5 10 Kt) C- lime Hs" . ....,1yplr►...111YA'rw..UMWlowt petit... 11WlrrwRrllows. ..44..m.wlllaa•eyo.NMp'L..UlQ►h • 1. ae11MnUr ..r11Mp'•aw11M1Perw.NIgYr.wll r..wll101VOi ollMsWlwwnIPPlihm.11Wig we* Repubtio Picking lot Copyright 01998 ADAMA Engineering. Inc. Pogo S or 10 License number M•US•0140 MSEW -• Mechanically Stabilized E. Walls j Republic Parking Lot Ptimetlt DAtetrune: Wed Apt 12 1' 41:30 2000 c MEW Yet K.n 1 I',kepub4e Nuking kgnddec 1112 01 t11:N rw t .e..r,IW.,...,iwvwe.....,ewrwlw 11 WNW e....lee»w•w. .eoee..... s..i .$M.e..e I 1 YON lamas . 111.4.0.... 1 en.rew w.rw. wrrr,...... wwre... wwwrw.,wvrr.r.. erwsIw.. wwr.r.... wr.wr. woo e...... ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity. Fs = 11.84_ Foundationintcrface. Direct hdntr.. Fs = 2.382_ Eccentricity'_ GEOTEXTILE # Elevation LcngthTypc ln1 lfil # CONNECTION Fs- overall Fs- overall Fs- overall (pullout (connection (gcotcxtilc resistance) break) strength) Gcotextilc Pullout strength resistance Fs Fs c/L 0.1391. Direct Eccentricity sliding e/L Fs I 0.67 8.00 2 1.33 8.00 3 2.00 8.00 4 3.33 8.00 5 4.67 8.00 6 6.00 8.00 7 7.33 8.00 8 8.67 8,00 9 10.00 8.00 5.41 8.16 5,44 3.92 3.79 3.63 3.37 2.97 2.30 1.62 2.59 1.84 1,53 1.75 2.05 2.44 3.02 3.88 2.56 4.11 2,93 2,43 2.78 3,25 3,87 4,79 5.93 2,564 4.110 2.925 2.430 2,777 3,247 3,873 4.788 5,929 ANALYSIS: CALCULATED FACTORS (Seismic conditions) GEOTEXTILE Elevation Ion Lcigt, t7`ypc CONNECTION Fs- overall Fs- overall Fs- overall (pullout (connection (gcotcxtilc resistance) break) strength) 12.259 17.774 11.369 7.505 6.596 5,718 4,798 3,888 1,747 1,668 1.754 1,851 2.081 2.381 2.785 3.372 4.339 6.326 0.1237 0,1091 0.0949 0,0682 0.0433 0.0203 •0.0017 - 0.0242 - 0,0499 Ocotextile Pullout Direct Eccentricity strength resistance sliding c/L Fs Fs Fs 3 .00 S 5.3353 233 7' 8C As 10.6 9 8.00 8.00 8.00 8,00 8.00 8.00 8.00 8.00 8.00 3.30 4.42 3,30 2.53 2.44 2.34 2.17 1.91 1.61 1.44 2.19 1.64 1.40 1.60 1.87 2.23 ' 2.76 3.68 2,29 2.293 7.477 1.018 0.2424 3.48 3.482 9,637 1.078 0,2135 2.61 2.608 6,884 1.146 0,1857 2.23 2,229 4.848 1.312 0.1350 2.55 2.546 4.257 1.536 0.0897 2.97 2,975 3.684 1.850 0,0501 3.55 3.546 3.088 2.330 0.0152 4.38 4.384 2.501 3,167 - 0.0165 5.64 5.638 1.224 5,004 - 0,0477 h"PRO1 .WeM41111"e ill IPOO•aa UOW el*.U1(e*'eh e■ MW v.* IMPilfwelJMNOWNENPISill•WwwwildPVImalTiOltiftwuwifTlinfilm.144/1101*..11TrOlimmotiiiiiiip...11VaPO”..111•PrlowilMPtitem.111111WhowellliailUvoolltaWompli W Republic Parking Lot Copyright 0 1998 ADAMA Engineering. Inc. Pogo 6 of 10 License number M•US•0140 MSEW -- Mechanically Stabilized Ea Walls j"""�, Republic Parking Lot t re_eeht Date/rtrne_ Wed Apr 12 1 :41:50 2000 C \..$41;W Vemeel I.I\kepublie l'arbnp.kelnlbhe 1112 01 IttU Iw 11 fee111w IIf1M*, 1$aM+ /w 1r IfU *f-r-11MM'fa.s,1M1- 1wI,.il *Iwo 1 IWO*/ rat . lM Wr 1•r. IWt too. /lW'ef-r 111.14. 1 -rl1 Wt too. fie** 1w11 Y11-iw11 w*f-r11IWrf.....wrfar 11 w.r -r 1. W1r1w11 we. 1 FEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS Ultimate bearing capacity, q.ult 29282 18403 lb/1b/f1, Mcrlcrhof stress, cs� 2473.28 3935 lb/f1 21 Eccentricity, c 1,11 2,19 111 Eccentricity, c/L 0,139 0,273 Fs calculated 11,54 4.68 Base length 8,00 5,00 Ifll S 1 SCALE: 0 2 4 6 5 10 Kt) WOW f!! 11#!1 ,will *own 1 I, U w111 �• ,wrl we •'ip1f.0 Page 7 of 10 License number M•US•0140 MSEW -- Mechanically Stabilized E Walls (".. Republic Parking Lot Ptesetlt DetePtune, Wed Apt 1211.41:30200o c' %Ntst:W Wtwei l,llkepublic hiitking kep,iI ht 1112 01 MN 1iW11W * I.w11Y.11ii.111afwfoer,,fl.,. IIYrr /rm1rW* /.wl i 1 WM t.-4 1M1t /w11 W/ . ,1S *t. ._r1W- I.ir11W.t...#1W.1 ••y 11W- r.rr.11 W- I.wlIS..Iw ilw'�I..11SV*� *..�1$W�1�r IIwrrw�w11W►1w11 DIRECT SLIDING for GIVEN LAYOUT (for GEOTEXTILE reinforcements) Along reinforced and foundation soils interface: Fs-static = 2,382 and 1+s- seismic = 1,444 # Gcotcxtile Gcotc,tile Elevation Length Iftl Inl T5 Static F5 Seismic Gcotc,tilc Type # 1 0.67 8100 1.668 2 1.33 8.00 1.754 3 2,00 8.00 1.851 4 3.33 8.00 2.081 5 4.67 8.00 2.381 6 6.00 8.00 2.785 7 7.33 8,00 3.372 8 8.67 8.00 4.339 9 10.00 8,00 6,326 ECCENTRICITY for GIVEN LAYOUT 1.018 1.078 1,146 1,312 1,536 1.850 2,330 3.167 5.004 Along reinforced and foundation soils interface: e/L static 0.1391 and c/L scisrnlc n 0.2732 # Ocotcxtlle Elevation ©cotcxtilc Length 1 0.67 8,00 2 1.33 8.00 3 2.00 8.00 4 3.33 8.00 5 4.67 8.00 6 6.00 8.00 7 7.33 8.00 8 8.67 8.00 9 10.00 8.00 c/L Static c/L Seismic ©cotcx ile Type # 0.1237 0.2424 0.1091 0.2135 0.0949 0,1857 0.0682 011350 0.0433 010897 0.0203 0,0501 - 010017 0.0152 10.0242 - 0.0165 0.0499 - 0.0477 4.041001/110.14 4101r w. lul0. w11l1�1' I.. 01i11iMt 't.1..$$WW1w..1)111,01...Ii1 U�/111..il1Aar-1•411143p7 11 MWiw 11Timpil TiiMy1wu11MN 1. +rry r�welt .'1writ o trwii yr/yip 1) mww1w114 wow 4..11 WM.ww11 Ropublio Parking Lot Copyright 41998 ADAMA Enginocrin& lac. Paso 8 of 10 License number M•1,/S•0140 MSEW -- Mechanically Stabilized Ea-A Wails Republic Parking Lai Pr+eht Dale/time: Wed Apt 1217:41 ;302000 C .1SCtie V'etwm 1 IUtepublu 11ed:mg Ref +ukbt 111:111 HCti foam. 60i111..r111.I-' 0•w111011"...1 1•r /w11S .,.r11W'►1w., te 111W*fw111WV1.r 11YM *Iw11Wr•sWl,YM /w•IWO1-r 1 f*wPIM►1-.....W1- ••• I Whir a.ril.lf. *..,r. •U .t... RESULTS for STRENGTH # Gcotextilc Tai'ailablc T111ax 'rind Specified Actual Specified Actual Elevation Ilb /ftj (1b /ft] Ilb /ftj minimum calculated minimum calculated (flj Fs- overall Fs- overall Fs- overall Fs- overall static static seismic seismic 1 0.67 1334 520.14 162.11 N/A 2.564 N/A 2.293 2 1.33 1334 324,53 154,33 N/A 4.110 N/A 3,482 3 2,00 1334 455.94 146.44 N/A 2,925 N/A 2.608 4 3.33 1334 548.74 130,78 N/A 2,430 N/A 2.229 5 4.67 1334 480.34 114.99 N/A 2,777 N/A 2,546 6 6.00 1334 410,72 99.33 N/A 3,247 N/A 2,975 7 7,33 1334 344.39 83.66 N/A 3.873 N/A 3.546 8 8.67 1334 278.53 67.88 N/A 4,788 N/A 4.384 9 10,00 2188 368,97 52,21 N/A 5,929 N/A 5.638 RESULTS for PULLOUT ! Geotcxtile Coverage Tmnx Tmd Le La Avail.StatIc Specified Actual Elevation Ratio fib/ft) llb /ft) It11 Itt1 Pullout, Pr Static Static I111 (1b /h1 Fs Fs 1 0.67 1.000 520 2 1.33 1.000 325 3 2.00 1.000 456 4 3.33 1.000 549 5 4.67 1.000 480 6 6.00 1,000 411 7 7,33 1.000 344 8 8.67 1.000 279 9 10.00 1.000 369 162 7,63 0,37 154 7.26 0.74 146 6.89 1.11 131 6,15 1.85 115 5,41 2.59 99 4.67 3.33 84 3.94 4.06 68 3.19 4.81 52 2.46 5.54 6376,3 5768.2 5183,7 4118,1 3168,3 2348,6 1652.3 1082,8 644.6 N/A 12,259 N/A 17.774 N/A 11.369 N/A 7.505 N/A 6.596 N/A 5.718 N/A 4,798 N/A 3.888 N/A 1 .747 AvnIl.Scism, Pullout, Pr 11b /ft) 5101.1 4614.6 4 147.0 3294.5 2534,6 1878,9 1321.9 866.2 515.7 Specified Actual Seismic Seismic Fs Fs N/A 7,477 N/A 9.637 N/A 6.884 N/A 4,848 N/A 4,257 N/A 3.684 N/A 3.088 N/A 2.501 N/A 1.224 Vam.Ugpl /w1w1N0FM111wUi111tl I....f 1110'1..1.1!1■11■11..g111P/i goo SWOP Prod Mry /sellVIONhooll*WI1.w i ONPVV. 1110Pit.w11 110/019,,..11Ir{VM.wO g4>il.w.1 µP01.. 1r1IIIwr1.. pliµP009 .9.1 /10PrIf.wnµPr19w1/,M1MMfaou Republic Parking Lot Copyright 0 1998 ADAMA Engineering Inc. Page 9 of 10 License number M•US•0I40 �ti'ISEW -- Mechanically Stabilized E • Walls Republic Parking Lot Prtstll bale/rant. Wed Apt 12 11:41:31 2000. C1MSC.VPietston 1.Itkepublic l'a,v , \KepH.bl.c 1112 01 IUU:N .w,+ Mu ter.. NO is MOS. /wI 1... r.,. w1/ wr. w.. Weir . wr„ WIN 1 1•+„wr.wr.,wr..r., IOW* .w „1.►. Iw 111Wr..w.lwr.00411111 1 wr.w, wr /w,.Wr.r,1wrlw 1, rrr .... r.&Mr,wr.,. 111.• ,wr.•. -.. RESULTS for CONNECTION (static conditions) GeotextileConnecllon Elevation force, To (h) (IbIflJ Reduction Reduction factor for factor for connection connection break, pullout, CRu CRs Available connection strength, Tc•break criterion 11b/f11 Available Available Fs.ovetall connection Geotextile connection strength, strength, break Tc•putlout Tavallabte criterion po/11) Specified Actual (b/nl Fs.overall connection pullout Specified Actual Fs.overall Geolextite strength Specified Actual 1 0,67 5211 0.90 0.76 2 1.33 325 0.90 0.72 3 2.00 456 0.90 0.67 4 3,33 549 0.90 0.58 5 4.67 480 0.90 0.49 6 6,00 411 0.90 0.40 7 7.33 344 0.90 0.31 8 8.67 279 0.90 0.22 9 10.00 369 0.90 0,13 840 840 840 840 840 840 840 840 2812 2648 2482 2152 1819 1489 1159 826 850 RESULTS for CONNECTION (seismic conditions) 334 334 334 334 334 334 334 334 2188 N/A 1.62 N/A 5.41 N/A 2,56 N/A 2.59 N/A 8.16 N/A 4.11 N/A 1.84 N/A 5.44 N/A 2,93 N/A 1,53 N/A 3,92 N/A 2.43 N/A 1,75 N/A 3.79 N/A 2.78 N/A 2,05 N/A 3,63 N/A 3,25 N/A 2.44 N/A 3.37 N/A 3.87 N/A 3,02 N/A 2.97 N/A 4,79 N/A 3,88 N/A 2,30 N/A 5,93 GeolextdeConnection Reduction Reduction Available Elevation face, To factor for factor for connection (n) (lb/II) connoctkorr connection strength, break, pullout, Tamil( CRu CRe criterion (t+1 Available Available Fs•overall connection Goolaxlde connection strength, strength, break Tc.puttout Tavaitable criterion (WI Specified Actual (4 Fs.ovetab connoCllon pullout Specified Actual Fs•overe8 t°notexlile strength Specified Actual 1 0.67 682 0.90 0.61 840 2249 1334 2 1.33 479 0.90 0.57 840 2118 1334 3 2.00 602 0.90 0.54 840 1985 1334 4 3.33 680 0.90 0.47 840 1721 1334 5 4.67 595 0.90 0,39 840 1455 1334 6 6.00 510 0,90 0.32 840 1191 1334 7 7.33 428 0,90 0,25 840 927 1334 8 8.67 346 0.90 0,18 840 661 1334 9 10.00 421 0.90 0.11 1430 680 2188 N/A 1.44 N/A 3,30 N/A 2,29 N/A 2.19 N/A 4.42 N/A 3.48 N/A 1,64 N/A 3.30 N/A 2,61 N/A 1,40 N/A 2,53 N/A 2,23 N/A 1.60 N/A 2.44 N/A 2,55 N/A 1.87 N/A 2.34 N/A 2.97 N/A 2.23 N/A 2.17 N/A 3.55 N/A 2.76 N/A 1.91 N/A 4.38 N/A 3.68 N/A 1.61 N/A 5,64 i r r i..e4J VOW Pew MOW a.,uMew ham I *Pr hw+uwr Iwo uwr►..,,union..0 110111111eis gwNt e. t7lwri1wwuMaws. wTrwewr.... n war t .wn vow rwuYaw Irmo maw •..,.0 woof t o., it somfgen mtPtI.NPPli O V P I P 41,1WIIMO u Republic Perking Got Pogo 10 of 10 Copyright 01998 ADAMA Engineering. Inc. License number M•US•0140 1 • . •••••, . • „ ■ •, • • • : • '•." . • . • .• . „ • y ATTACHMENT D MEW -- Mcchanicatl) Stabilized Er- Walls Republic Parking Lot Pteeent Da le/rime: Wed Apr 12 1' J3 tE 2000 C.UMS1W Venilm I.11Republit Pattineltepoblit .111002.111 :N •w111A'_ 1••r1111MUiw 11 W- 1.wltMP *+..I Idv /.Y11Y/ -$.r1, *I.inilY/./-r11 Ytl- /wll/l1 +rw■■1I- N' /•■•aItYftirwtl Wl•/•w1111Yr/w11 W1*tw11YI- 1■■-n1lI V 1orM W+'i•rt 1w1-1rr.11Mr/rw11 W -1 Republic Parking Lot PROJECT IDENTIFICATION Title: Republic Parking Lot Project Number: 7704.001.01 Client: Pencet Engineering Designer: ASS Station Number: Typical <16' Vs/41.L. S • A es Description: Simple vertical wst1l, Wall height in 16; Reinforced 1111 backiill phi • 32 degrees, No fa Ae.e s, drlcys le £L e...t. 3-v.:• p Company's information: Name: GcoEnginccrs, Inc. Street: 8410 154th Ave NE Redmond, WA 98032 Telephone N: 425. 861.6000 Fax iV: 425. 861.6030 E -Mail: Original Rlo path and namo: C :\MSEW Version 1.11Rcpublic Parking\Republic.H16.02.EEN Original data and Limo of creating this file: 4/11/2000 PROGRAM MODE: •wIUItN Iwo l IMWIwn1t VIIPIVIvmpilWilp 1*w014 lipll rww.T vim Imo 11 wlYl ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. D 11 Mew temp 11MIMt ewe 1 111AlM I /...1$111111W /well Itn- 1111.1,Iw -ilMN'Iwnll *PI ler-i)YFN1wr11WW hurls WOW low l Republic Parking Lot Page 1 of 10 Copyright 0 144& ADAMA Engineering. lne, License number M•US•0140 Iv MEW •• Mechanically Stabilized E' . Walls Republic Parking Lot iMCUn! Oale't+me: Wed A{» $2 1^.43: IS 2000 c \mss ' VCf ,NI t.ItkepiiMle f'rrkr g ke,Iu66cfllh02 HEN r+ r111Y •.1*11 VIM ,..r1111- - Cum. 111M -1r 1YM•.r.r 11s11rrIrWrr•r 111M•r hum /1M/ + /rw 1rMSr•ar11WW*0..1. lrlOrrr 11S *rrrI1Wr.r11M•rr, 1W ror.IIw•r...01 w.r...,. W- /wr, 1 w•r.e,, •••r•r11 SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction. d, RETAINED SOIL Unit weight, y Design value of internal angle of friction. 4, 130,0 lb /fl 32.0 130.0 lb/fl, 32.0 FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight. equ,V. 130.0 lb/11J Equivalent internal angle of friction. +, 38.0 ° Equivalent cohesion. re,,,,, 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability):* 0.3073 (if batter is less than 10 °, Ka is calculated from eq, 15. Otherwise, eq, 38 is utilized) Inclination of internal slip plane, at 35 61.00° (sec Fig. 28 in DEMO 82). Ka (external stability) 0.3073 (if batter is legs than 10°, Ka is calculated from cq. 16. Otherwise, eq, 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW); Nc 61.35 N y' 78,02 SEISMICITY Maximum ground acceleration coefficient, a ° - 0.15 Kac (ad.) • 0.4368 Kac (a. = 0) 530.3073 A Kac • 0,1295 (sec eq, 37 In DEMO 82) Seismic toil- geogrid friction coefficient, F+ is 80.0% of its specified static value. 0 11.71 rr,r..ulwr+.1�►u+ 'aw.uw�u».uMMIM +•.1rlr,�v +.-.Ir arr►.,.0 r1„11a +ww�+.M.71 u1w+,.,,7, v +q.rnnr..+u twrr...uawr...un�w+.�.0 w+w rq..u�wi...euww+..,�Ii v+... +W$!1l, .uf�w s, Republic Puking, l,,ct Page 2 of 10 Copyright 0 1998 ADAMA Engineering, License number Nt•US.0 140 r M'SEW -- Mechanically Stabilized Ea''"33VaI1s ltcpubiic Parking Lot f'naent t, te•`rane Wed Apt 12 11.41:1k 2000 I t' ..,mk .W Vow* 1 NteptIWLc I'*t np kepubbc I I to 0: NLN ...r...rr. .w.■Wrl.r. 1$.... f1Se*,w.$. lH rw1I.ad....rl.rr*,.r.11uhr.rr1 ww1.wIM.Nrrw..Yri.r1$ Nye r..... i w+ 9•. I Mt. .w.il MP% Cow.. wr.w.1r64•11w. r wr ...... .w•rw, 1 w..w.. wvr.....� INPUT DATA Gergrids (Analysis) DATA Geogrid Geogrid Gcogrid Gcogrid Gcogrid El 5 Tult jlb /ftj 3697.0 6294.0 7533.0 Durability reduction factor, RFd 1.0 1.0 1.0 Installation-damage reduction factor. RFid 1.05 1.05 1.05 Creep reduction factor. P.Fc 2.64 2.74 2.51 N/A N/A Fs- overall for strength N/A N/A N/A Coverage ratio. Rc 1.000 1.00 1.00 Friction angle along gcogrid -soil interface. p 26.56 26.56 26.56 Pullout resistance factor. F. 0.8.tan4 0.S'tan+ O.8'tan4 N/A N/A Scale - effect correction factor. et 0.8 0,8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K /Ka Oft 1.00 3.3 ft 1.00 6.6 ft 1.00 9.8 ft 1.00 13.1 ft 1.00 16,4 ft 1.00 19.7 ft 1.00 0.0 0 Z (ft] 6 9, 16, 26. 32.8 1.0 2.0 K /Ka 3.0 t.. 41111UIw41M4,1hr wUWp1... UIwMfww tl MiM4wn17 WNW bw uM9rlp w, rfMa how . lIan *Imp WWI low I t MOW how I1tWIVw..UMot,$eewuMF f..,IrM4rirw•riMirr't.wuk1WIrw.i $ warrwwUl two; iWPrrw.,lI IMP, !sow l Republic Parking Lot Page 3 of 10 Copyright 0 1998 ADAMA Engineering. Inc. License number M4US -0140 1■1SEW -- Mechanically Stabilized E Walls !''j Republic Parking Lot Present tale ?lroe. Wed Apt 12 I` 42:19 2000 C kSISCW %/mien I I'Repul.be harIitip Pepnbhe 111t, 02 p1 :N ....... s.I w. 11x..•.,. 11W... w, 111 1*..•.. 11.. s.h..11 ..,Y**,.MY..W+1..- 11 MEN .w..w.1.. 111..... f.• -,,I WW..Y-.. l 4......11~.••••• 1 W 1..„ Wh ..w.. wino „w'...�., Y►- r......, INPUT DATA: Facia and Connection (Analysis) FACIA type: Facing enabling frictional connection of reinforcement (c.g„ modular concrete blocks, gabions) Depth /height of block is 1.0/0.7 ft, Horizontal distance to Center of Gravity of block is 0.5 ft. Average unit weight of block is yr = 75.0 lb /ft' /I-Id To-static / Tma.+c or To- seismic / Tmd 0.00 0.00 0.25 0,50 0.75 1.00 1.00 1.00 1.00 1.00 1.00 z /1-1d 0.00 0,25 0.50 0,75 1,00- rc.p nr *d1 i 1,00 0.90 0.80 0,70 0,60 0,50 To- static / Tmac or To-seismic / Tmd Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Tvppc #4 Geogrid Type /15 c to CRu (1) Q CRu Q CRu a CRu Q CRu 1000.0 0.90 1000,0 0.90 1000,0 0.90 2000.0 0.90 2000.0 0.90 2000.0 0.90 N/A N/A Geogrid 'I +pc # 1 Geogrid W12 Geogrid Type #3 Geogrid T��pc #4 Geogrid Typc H5 :Rs of Q Q CRs Q Ciis a CRs 0.0 0.00 0,0 0.00 0.0 0,00 1000.0 0.90 1000.0 0.90 1000.0 0190 N/A N/A (') a Confinin stress in between stacked blocks (lb/I1 9 nt CRu - Tult.c 7 Tult at CRS - Tpo-c / Tult In seismic analysis, Tc•pullout is reduced to 80% of its static value. D A T A (for connection only) Type #1 Type 4/2 Type #3 Type #4 Type #5 Durability reduction factor, RFd 1.50 Creep reduction factor, RFc 2.64 Overall factor of safety: connection break, Fs N/A Overall factor of safety: connection pullout, Fs N/A 1,50 1.50 N/A N/A 2.64 2,64 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0 /MP 14 OWh.,N OP, P10 0NWi0l.w11WW ►11.0171/P /1 1 1ispU►.. Uliprt... 0711w►w.6lowi..tiMWL..Iif1FYt..., iila ViwenigY/i....ifFsaM1....Ullo `low iWW!1111..1Ma.h..rll1∎4W t.... le MOP, 011.0nigr howl 1./10►►...i1 Republic Parking lot Copyright Q 1998 ADAMA Engineering. Inc. Page 4 of 10 License number M•US•0140 ,. �. _ T MSEW -- Mechanically Stabilized Ea''` Walls Republic Parking Lot . Ptftent t terune Wed Apt 12 I "4:1.192000 C NISYw ven,nn I.I +Relluhhc l/artmti,Repullhc tlIn o: HCk I.rI W1111.w111�.1I.rI ISMr1.. -.. WWI.. -I, *NO I.. -.I WOW 1. wII VW* t. ..1IIt■h.1.r11IN- ..rIIWl'.....1I Mir$....11wrI.wII Wr •••• I IWrt.wIIM *1..► I I IMP. 1.w IIW1` /.r, rW *..rIIWrIrk 11Wr...�r,IWrI..r I, INPUT DATA: Geometry and Surcharge loads (an SIMPLE STRUCTURE) Design height. Hd Batter, w Backslopc, (i " Backslopc rise 16.00 (ft] 0.0 (deg] 0,0 (deg] 0.0 (ft] { Embedded depth is E = 2.00 ft, and height above top of finished bottom grade is H = 14.00 ft ) Broken back equivalent angle, 1= 0,00° (see Fig. 25 in DEMO 82) .w. . • UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 lib/ft '] OTHER EXTERNAL LOAD(S) (51] Strip Load. Qv -d = 300.0 and Qv -I = 0.0 11b/11 21. Footing width, b =15.0 (ft], Distance of center of footing from wall face, d .. 9,5 fill @ depth of 0.0 (ft] below soil surface. ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 8 10 in] "roilpolitraNel lem WNW I4 ta., Republic Parking Lot Copyright *1998 ADAMA Engineering, Inc. 61.1111 ! t.wr *PM l Ir,1r I,_, ..w • • ..qI WV VM.I4 Mi'Y Own. Page 5 of 10 License number M•US -0140 rki MSE1V -- Mechanically Stabilized E; Walls Republic Parkins Lot • prosesfatelrutle. Wed AN t2114;19 26140 au1$1 :W Yew,» Ile'u'I,c Pat t, qnh1.lc. ,,u.'': nt :Y+ I.••• - St. I... II MP* I*WO , M1,.t-. Y WWI. I-Y111P/V1w/I we* /- r.IIIIYr Iw11 wr/w1, W N W 111* /-rfl SflW I .r 1 IM*t•*art I I WO* I-IS11St*Iw11 WV* /-..x11 wr lS.w,I NV. l.r,, JAM Iwo,. tom /-r I , Wt...., ,w *I.r„ ANALYSIS: CALCULATED FACTORS (Static conditions) GEOGRID Elevation Lcng hTypc CONNECTION Fs- overall Fs- overall Fs- overall (pullout (connection (gcogrid resistance) brcak) strength' 1 0.67 10.00 2 8,39 2,12 3,24 2 1.33 10.00 2 13.25 3,35 5.12 3 2,00 10.00 2 9.28 2.34 3.58 4 3.33 10.00 2 7.13 1.90 2,90 5 4.67 10.00 2 7.02 2,09 3.19 6 6,00 10,00 2 6.91 2,33 3.56 7 7,33 10.00 1 3.92 1,53 2.43 8 8.67 10.00 1 3.79 1.75 2.78 9 10.00 10.00 1 3,63 2.05 3,25 10 11,33 10.00 1 3.37 2.44 3.87 11 12.67 10.00 1 2,97 3,02 4.79 12 14.00 10.00 2 2,30 3.88 5.93 Gcogrid Pullout Direct Eccentricity strength resistancc sliding c/L Fs Fs Fs 3.241 24.810 1.963 0.1354 5.119 36,253 2,041 0,1268 3,584 23.384 2,127 0.1154 2.899 15.894 2,320 0.0939 3.190 14.446 2.554 0.0738 3.558 13.054 2.838 0.0553 2.430 11.573 3.195 0.0381 2.777 10.117 3.662 0,0218 3.247 8.719 4.293 0.0066 3.873 7,246 5.212 - 0.0084 4.788 5.796 6.730 - 0,0242 5.929 2,542 9,865 - 0,0430 ANALYSIS: CALCULATED FACTORS (Seismic conditions) OEOORID Elevation Lcngt tTypc CONNECTION Fs- overall Fs•ovcrnll Fs- overall (pullout (connection (gcogrid resistance' break' strength' Gcogrid Pullout Direct Eccentricity strength resistance sliding e/L Fs Fs Fs 1 0.67 10,00 2 4.99 2 1.33 10.00 2 6.96 3 2.00 10.00 2 5.49 4 3.33 10.00 2 4.53 5 4.67 10.00 2 4.43 6 6.00 10.00 2 4.38 7 733 10.00 1 2.49 8 8.67 10.00 1 2,40 9 10.00 10.00 1 2.30 10 11.33 10.00 1 2114 11 12.67 10.00 1 1.89 12 14,00 10.00 2 1.61 1.87 2.88 2.879 14.766 .156 0.2814 2.79 4,30 4.298 19,044 .207 0,2571 2.07 3,18 3.176 13.842 .263 0.2335 1.73 2.65 2.647 10.086 .392 0,1895 1.90 2.91 2.913 9.166 .551 0.1491 2.12 3.25 3.248 8,276 .749 0,1129 1.39 2,21 2,212 7.343 2,005 0.0803 1.59 2.53 2.527 6.419 2,352 0,0511 1.86 2,95 2.954 5.528 2.840 0.0253 2,22 3.52 3.525 4.598 3.586 0.0023 2,75 4.36 4.362 3.686 4.896 - 0,0193 3.67 5.63 5.628 1.774 7.789 - 0.0416 t01•71 gPaIww14141.1 i 1 llY110 4•44.11WW144444.IJ160411w1tyNI wllN401/. 4 .4111Wlw./- fiM.Y /wofiI04.•14011 rpin••111a/WII.w41gW44•■w.414 411w•11 (WowI•w•IIfMp'I..w11ip{w 1•••1104104/•4.,.11 io14141 ,.11WirlwsIIWR' /wwl, Republic Parking Lot Copyright 0 1998 ADAMA Engineering, Inc. Page 6 of 10 License numbcr M•US•0140 • ig MEW -- Mechanically Stabilized Ea'- 1Valls ' Republic Parking Lot Pttaetlt batelrutle. Wed Apt 1: 17.43.141006 .` N1SCW VettNm 1 ItItepubllt P*tPju pepub6c.I11602 uLU t.w „IW - /.y 11111.••■•• 1-'I.r (,Stet... . winOw 11 11,01.1** IW. .4.6.I I inns, Iw11wr/w 11 S t Iwrl et1w11 Itt. 1 arm, r,1tt/*w1r WV. 1um. 11M. 1.WIiS#e,-w 41 r, BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS Ultimate bearing capacity, q -ult 35440 19568 1b /fl = Mcyerhof stress. a. 331 9.97 6013 lb /fl =1 Eccentricity, e 1.51 3,07 flj Eccentricity, e/L 0,151 0,307 Fs calculated 10.67 3,25 Ease length 10.00 10.00 jflj IS11 SCALE; 0246810[ft] N Or” Cm. fl 1,wU WPM gw111Mp 'ewe Il IOW Mw111MWiwl lMry0.411 14Mptwe1lMW1wo11WNW1ww1111p 'lwwuIOWI O 1MINIww11 VIP/ Iwo, 11114, Iw1) VOW Cm" MAR l, goo11M11 WhmoI1I1gY I M{IIIw1ru Republic Parking 1.ot Page 7 of 10 Copyright 0 1998 ADAMA Engineering, inc. License number M.US•0140 MEW -- Mechanically Stabilized E Walls ' Republic Parking Lot pte *eni Wolin*. Wed Apt 12 11:43.102000 C U1SEW Venom 1 I■kepubbc hnkatt kepubk llln02 HCN ...• 1 1111♦* i..r I I WM.rr i i YO• I.r I I Y11•i.r 11 YOM I.r111111. i..r I 1 YOM /.r 11 YO.1.r 111!!< ►1-r I I Mt I *r 11 Y!. it 11111/• i,r l l i!N 1.r 11Y1t 1-r I111H 1•r I I WI,.r 11 W.... 11 Y11r` iw 11 fM-.w .1 W- ..yr,,.Nl /,.r,1 DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs- static = 2.362 and Fs- seismic = 1.386 # Gcogrid Gcogrid Elevation Length Ift1 I01 Fs Static Fs Seismic Gcogrid Type # I 0.67 1 0.00 2 1.33 10,00 3 2,00 10,00 4 3.33 10,00 5 4.67 10.00 6 6.00 10,00 7 7,33 10,00 8 8.67 10.00 9 10,00 10.00 10 11.33 10,00 11 1 2,67 10,00 12 14.00 10.00 1.963 .156 2 2.041 .207 2 2.127 .263 2 2.320 .392 2 2,554 .551 2 2.838 .749 2 3.195 2.005 1 3.662 2,352 1 4.293 2.840 1 5.212 3.586 1 6.730 4.896 1 9.865 7.789 2 ECCENTRICITY for GIVEN LAYOUT Along reinforced and foundation soils interface: e/L static - 0.1506 and c/L seismic l: 0.3071 # Gcogrid Gcogrid Elevation Length c/L Static c/L Seismic GTYPe 1 0.67 2 1.33 3 2.00 4 3.33 5 4,67 6 6.00 7 7.33 8 8.67 9 10.00 10 11.33 11 12.67 12 14.00 10.00 0.1384 0.2814 2 10.00 0.1268 0,2571 2 10.00 0.1154 0.2335 2 10.00 0.0939 0.1895 2 10,00 0.0738 0.1491 2 10.00 0.0553 0.1129 2 10.00 0.0381 0.0803 1 10,00 0.0218 0.0511 1 10.00 0.0066 0.0253 1 10.00 - 0.0084 0.0023 1 10,00 - 0.0242 - 0,0193 1 10.00 - 0.0430 - 0.0416 2 .(<ow!1!iAll(1wwl 11/ temeli11MMl.nn1UMIP1 .0. 1/!!* M1 ..0lly111plowUY0PiN.wrfiliwii..w/I ap lw., itiparOwallOmpihmor.INISM woe* 104Y WWI 1ppfllwol!11F1'10 sil Yielwer•uYilNt/wnUMllr Oveletl Repubtio Parking Lot hp 8 of 10 Copyright 0 1998 AAAMA Engineering. Inc. License number M•US.0140 • r. .- MSEW -- Mechanically Stabilized Fa' Walls (Th Republic Parking Lot • hrerent DeteI1"trne. Wed Apt 1: 1' 4 1 d 2000 C 1V St %V vermin, 1 I'Repobht Ifan aplkepublit I I l t 02 Kist lwws I: ILwr, a..1111111I..-11LL�tlw,.N�11 "fwr 111Wr1wr 111NIrfw.r111/!�fw11WWt.. 11S 4. 111Mtfwl,Yrrfwll Mt* 'wool 1WIN Iw••• 1.WrI•WI Il..w 1W** fwl✓I I MVO/ .wyfIMYri.. RESULTS for STRENGTH Geogrid Tayailablc Tmax Tmd Elevation 11b /ft I (lb /ft] (Ib /ft] (ft1 Specified minimum Fs- overall static Actual Specified calculated minimum Fs- overall Fs- ovcrall static seismic 1 0.67 2188 675.00 232.31 2 1.33 2188 427.39 223,49 3 2.00 2188 610.44 214.53 4 3.33 2188 754,61 196,74 5 4.67 2188 685.76 178.82 6 6.00 2188 614.86 161,03 7 7.33 1334 548.74 143,24 8 8.67 1334 480.34 125.32 9 10.00 1334 410.72 107,53 10 11,33 1334 344,39 89.75 11 12.67 1334 278,53 71.82 12 14.00 2188 368,97 54.04 RESULTS for PULLOUT N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A # Geogrid Coverage Tmnx Tmd Lc La Elevation Ratio (Ib /ttl lib /n1 In] InI Ift1 1 0.67 .000 675 232 9.63 0.37 2 1.33 .000 427 223 9.26 0.74 3 2.00 .000 610 215 8.89 1,11 4 3.33 .000 755 197 8.15 1.85 5 4.67 .000 686 179 7.41 2,59 6 6.00 .000 615 161 6.67 3.33 7 7.33 .000 549 143 5.94 4.06 8 8.67 .000 480 125 5.19 4.81 9 10.00 .000 411 108 4.46 5.54 10 11.33 .000 344 90 3.72 6.28 11 12,67 .000 279 72 2.98 7,02 12 14.00 .000 369 54 2,24 7,76 3.241 5.119 3,584 2,899 3.190 3.558 2.430 2,777 3.247 3.873 4.788 5.929 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Avnil,Static Specified Pullout. Pr Static (lb /ft] Fs 16746.6 15494.4 14274.3 11993.9 9906.2 8026.6 6351.6 4859.6 3581,1 2495.5 1614.3 938,0 Actual calculated Fs- overall seismic 2.879 4.298 3,176 2.647 2.913 3.248 2,212 2,527 2.954 3.525 4.362 5,628 Actual Avnil.Scism, Static Pullout, Pr Fs (Ib /ft] Specified Actual Seismic Seismic Fs Fs N/A 24,810 N/A 36.253 N/A 23.384 N/A 15,894 N/A 14,446 N/A 13.054 N/A 11.575 N/A 10.117 N/A 8.719 N/A 7.246 N/A 5,796 N/A 2.542 13397,3 12395.5 11419.5 9595.1 7925.0 6421.3 5081.3 3887.6 2864.9 1996.4 1291.4 750.4 N/A 14,766 N/A 19.044 N/A 13.842 N/A 10,086 N/A 9.166 N/A 8.276 N/A 7.343 N/A 6,419 N/A 5.528 N/A 4.598 N/A 3.686 N/A 1.774 t.,., MOW Republic Parking Lot Copyright 1998 ADAMA Engineering. Inc. IMP SSW 1.1.11 11 Iwl. .w M a r .ww , t,ow* ..,.1 WSW ». , M.w .I.. Pogo 9 of 10 License number M•US•0140 • rr.r� Ww .w..II/lV*t.Ir..lef -'*woo I • 11111•01.e. MOW Omer $o WI. taro I. Wlrr- rI IWf` r ow. .IItl/*1...1.w*r.r,. WOW rw.IWl Ir s..,W l- rrr ,.w..-ri. WO. f.•■■ „Wl•rw.. WI* r-w. 1 WI* r.r .. w. rwr.r rr0 *r-r.�. MSEW -- Mechanically Stabilized E; �VaIIs " , Republic Parking Lot We.e bateftune Wed Apt 12 1 -V20 20o0 C'ANEW Vet.uel 1 1`Iteind4ic I'atkmy M.etml,I.c III i.02I I I RESULTS for CONNECTION (static conditions) f: Geogrid Connection Reduction Reduction Available Available Available Fs•overatt Fs•overall Fs.overall Elevation force, To factor for factor for connection connection Geogrid connection connection Geogrid (fi) (Ib/ft) connection connection strength, strength, strength, break pullout strength break, pullout, Te.break Tc•putlout Taveitabte CRu CRs criterion criterion (lb/t1) Specified Actual Specified Actual Specified Actual (lb/ft) (tb/fl) 1 0.67 675 0.90 0.90 430 5665 2188 N/A 2.12 N/A 8.39 N/A 3.24 2 1,33 427 0.90 0,90 430 5665 2188 N/A 3,35 N/A 13.25 N/A 5.12 3 2.00 610 0.90 0.90 430 5665 2188 N/A 2.34 N/A 9.28 N/A 3.58 4 3.33 735 0,90 0.86 430 5383 2188 N/A 1.90 N/A 7,13 N/A 2.90 5 4.67 686 0.90 0.76 430 4813 2188 N/A 2.09 N/A 7,02 N/A 3.19 6 6.00 615 0.90 0,67 430 4248 2188 N/A 2.33 N/A 6.91 N/A 3,56 7 7.33 549 0,90 0.58 840 2152 1334 N/A 1.53 N/A 3.92 N/A 2.43 8 8,67 480 0,90 0.49 840 1819 1334 N/A 1.75 N/A 3,79 N/A 2,78 9 10,00 411 0.90 0.40 840 1489 1334 N/A 2.05 N/A 3.63 N/A 3.25 10 11,33 344 0.90 0.31 840 1159 1334 N/A 2.44 N/A 3,37 N/A 3.87 11 12.67 279 0.90 0,22 840 826 1334 N/A 3.02 N/A 2.97 N/A 4.79 12 14.00 369 0,90 0.13 1430 850 2188 N/A 3.88 N/A 2,30 N/A 5.93 RESULTS for CONNECTION (seismic conditions) Geogrid Connection Reduction Reduction Available Available Available Fsooverall Fi.overafl Fe.avetall Elevation fame, To facto( to factot tot connection connection 0aogrid connection connection Geogrid (n) (bill) connection connection stronpth, strength, strength, break pullout otrongth Wok, pullout, Tc•bteak Tc•puugeout Invadable CRu CRs criterion ciliation (IWMI) Specified Actual Specified Actual Specified Actual 1 0.67 907 0.90 0.72 1430 4532 2188 N/A 1.87 N/A 4.99 N/A 2.88 2 1.33 651 0.90 0.72 1430 4532 2188 N/A 2.79 N/A 6,96 N/A 4.30 3 2.00 825 0.90 0.72 1430 4532 2188 N/A 2.07 N/A 5.49 N/A 3,18 4 3.33 951 0.90 0.68 1430 4306 2188 N/A 1,73 N/A 4.53 N/A 2.65 5 4.67 865 0.90 0.61 1430 3851 2188 N/A 1.90 N/A 4.43 N/A 2.91 6 6.00 776 0.90 0.54 1430 3399 2188 N/A 2.12 N/A 4.38 N/A 3.25 7 7,33 692 0.90 0.47 840 1721 1334 N/A 1.39 N/A 2.49 N/A 2.21 8 8.67 606 0.90 0.39 840 1455 1334 N/A 1.59 N/A 2,40 N/A 2.53 9 10.00 518 0.90 0.32 840 1191 1334 N/A 1.86 N/A 2.30 N/A 2.95 10 11.33 434 0.90 0.25 840 927 1334 N/A 2,22 N/A 2.14 N/A 3.52 11 12.67 350 0.90 0.18 840 661 1334 N/A 2.75 N/A 1,89 N/A 4.36 12 14.00 423 0.90 0,11 1430 680 2188 N/A 3.67 N/A 1.61 N/A 5.63 .0 iwloU IOW 0,usiliOropwli MOM howl l MOW Vol* /4 iK!'iww UMW" i•r.wUMVP tom 401P/tw.. wlAiWi ..w11141MIww111 Npoft•wri yphmmil IOW i•••14 M[e iwgll anvICU bow I..Uiglllgw.Il Wire o.wwu Katie I.w1.1$1,9..., Ww'lwww.l Republic Parking Lot Copyright C 1998 ADAMA Engineering. Inc. Page 10 of 10 License number M•US.0140 1 g MSEW -- Mechanically Stabilized Ea''"`Walls Republic Parking Lol Present Date/time. Wed Apt 12 1" 4i..02 2060 (",Atst',w Vet .aa, I.I\keput,bc f'eitmlt•Y.e$ i%.Iie UII.0, IIGN .w1, w.lw Ilw.1.rI1wrt.. I1r.r.. IIwrr..rilw*t.. )ih1.11...l*I t trre I i Mae,. I, w.i .111~ •wI�w «�..r�rW' Republic Parking Lot PROJECT IDENTIFICATION Title: Republic Parking Lot Project Number: 7704.001 -01 Client: Pcncct Engineering Designer: AES Station Number: Special Case 416' Description: C WALL. a, a) Simple vertical wall, Wall height is 16; Reinforced till backtIll phi ga 32 degrees, 2H: IV foresiope ac, i3, •e c.co frt as, Company's information: Name: GcoEn inccrs, Inc, Street: 8410 154th Ave NE Redmond, WA 98052 Telephone N: 425.861.6000 Fax N: 425.861.6050 E -Mail: Original Lilo path and name: CAMSEW Version I,1•Repubiic Pnrking\Rcpublic,H16,03.13EN Original date and time of creating this tile: 4/11/2000 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using DEOORID as reinforcing material. 0.11111 'VON Republic Perking Lot Copyright 4 1998 ADAMA Engineering, Inc, WO* SIM • „mW” "ii' ' /LigC' IRO IWO Page 1 of 10 License number M•US•0140 11 1 Republic MSEW -- Mechanically Stabilized Eat'�`'Valls Parking Lot Present baleenme Well Apt 121'.3.02 2000 C'.A1t1;W Venn /n 1.1lkepuhLc putulJic•kep1/6Lc Illh 01 HEN 1..1. Soft ...s 11! /.1..11W11 /.r11Wr1...1110f.,...r 1 1.9.1....11Wr1...110 %t /wlr WFt....1,Wr...�.11111rt.rr111wr 1.x 11Wr/...., jWr/..∎ 11Y ..r /..r11Wr /..rI11..r /..+r,Wrlw 11 r1/r /w1rWr....rr W.1r.rrr SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction. 4, RETAINED SOIL Unit weight, y Design value of internal angle of friction. 4, 130.0 Ib /ft 32.0 ° 130.0 lb/ft' 32.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, „,r„, 130.0 lb /11 ' Equivalent internal angle of friction. +equiv. 38.0 ° Equivalent cohesion. 0.0 lb /ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) 0.3073 (if batter is less than 10 °, Ka is calculated from cry. 1S. Otherwise, eq, 38 is utilized) Inclination of internal slip plane. r el 61.00° (see Fig, 28 in DEMO 82), Ka (external stability) • 0,3073 (if batter is less than 10°, Ka is calculated from cry. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW); Nc • 0.00 N ye 18,39 SEISMICITY Maximum ground acceleration coefficient. a J? • 0.15 Kne (ao). 0) s 0.4368 Kam (a °: 0) el 0.3073 A Knc le 0.1295 (sec cry, 37 In DEMO 82) Seismic soll.geogrid friction coeMcient, F* is 80.0% of its specified static value. IJ wt; 11suMp!'i11wIJMMWw,UYlgliwdliaR�'LwU ylww( IIAII' 1wRUMp' IwlelIMM4 'f.w..lMWtuWlrl...ulpp(1 Msrlw. rwa 1..+1 11.. wept .., ^.I,�r Ysr1«ruMew/..w Uei,l ..,.0 Republic Parking Lot Copyright 0 1998 ADAMA Engineering. Inc. Page 2 of 10 License number M•11S -0140 k�; MSEW. -- Mechanically Stabilized Enr'`)Valis re) Republic Parking Lot 041SIV.' Vettum 1.I4RepulI,c barkmpiRepubl, 111h0:11104 .$wIIIS*1wIIY1M1w1 t MY* 1.r.1,W/M1..M11WM.wtl WM,w I,M t ....1Y14111111..011111111.1..11101111. 'ma III UV* am. 1 1 W1'M,oar /,WV* 1w r r W.*.w 1r M.- Iw r 11N ■••$ IMO. *wart 1 M *1.WII 1/1/ MO... .1141.11... 6M ~, -rrrr hteseni Mile/rime; Wed Api 12 11.43.02 2000 INPUT DATA: Geogrids (Analysis) D A T A Gcogrid Gcogrid Gcogrid Gcogrid Gcogrid 1 . t I Tull Cib/nj Durability reduction factor, RFd Installation- datnagc reduction factor, RFld Creep reduction factor, 1 Pc Fs- overall for strength Coverage ratio, Re 3697,0 6294,0 7533.0 1.0 1.0 LO 1,05 1,05 1.05 2,64 2,74 2,51 N/A N/A N/A N/A N/A 1.000 1,00 1.00 Friction angle along geogrid -soil interface. ft 26,56 26.56 26,56 Pullout resistance factor, F# 0.8.tan+ 0.8.tan 4 0.8.tan ¢t N/A N/A Scale - effect correction factor, a 0,8 0.8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K / Ka 0.0 O ft 1.00 o 6.6 ft 1.00 Z 1fJ6. 9.8 ft 1.00 13.1 ft 1.00 16.1 ft 1.00 19.7 ft 1,00 16, 1.0 2,0 K / Ka 3.0 26.2 32.8 1- w11Ula Pa' YwuU( 14awwUMf9Y!* MYIIiItA! Y�wYYY11M1�tlIw�Y! Iy11�IrRrw1111�yWta1r1111gYYr. r. i�gtlYF�y1wYYJ114VtweYYI� 't�oYYJI�r'rwlw77j»YhrrwYlJirW r.1w1I114�'r.�iINRYY,.rYI1M4Y Y..RU1/4Wr GMI,'YYMrp1NWr..q(1 rev.. Republic Perking Lot Page 3 of 10 Copyright 0 1998 ADAMA Engineering. Inc. License number M•US -0140 MSEW -- Mechanically Stabilized e Walls '� Rcpublic Parking Lot Present Date/rim Wed Apr 12 114$-02 200 ' c tstsr.w Vercun, 1 Itkepubtic PartmK•kepublic IW,of I'LPJ ...�I.tt1..w..W *IN* tilt** rw. 1 W*.w. 1 1 11,11 too./ W*.. W„ Itlr-... Y„1.0......,..1/.....w„w.•YY, l •* .w„ WWrw„VO* ...r.., .NW rw 1 *, 6Y. INPUT DATA: Facia and Connection (Analysis) FACIA type: Facing enabling frictional connection of reinforcement (c.g.. modular concrete blocks. gabions) Depth/height of block is 1.0/0.7 ft. Horizontal distance to Center of Gravity of block is 0.5 ft. Average unit weight of block is yr = 75.0 lb/ft Z /14d To- static / Tim or To- seismic / Tmd 0,00 0.25 0,50 0.75 1.00 1.00 1.00 1,00 1.00 1.00 Z /I-1d 0.00 0.25 0,50 0,75 1.011 1.00 toy of wall 0.90 0.80 0,70 0,60 0.50 To- static / TIMM TIM or To- seismic / Tmd Geogrid Type 111 Geogrid Type #2 Geogrid Type 113 Geogrid Tvppc #d Geogrid Type 115 et tIt mud) Q CRu a CRu Q CRu cr CRu 1000,0 0,90 1000.0 0.90 1000.0 0.90 2000.0 0,90 2000.0 0,90 2000.0 0.90 N/A N/A Geogrid Type U1 Geogrid Type #2 Geogrid Type #3 Geogrid Tvpe #a Geogrid Type #5 CRa CRs CRs Rs R CRs 0,0 0.00 0,0 0.00 0.0 0.00 1000.0 0.90 1000.0 0.90 1000.0 0,90 N/A N/A Ii) a Confining strew in between stocked blocks (lb/fl 9 m CRu Tult -c / Tult c"t CRs - Tpo-c / Tult In seismic analysis, Tc•pullout is reduced to 80% of its static value. D A T A (for connection only) Typo #1 Type #2 Type #3 Type 014 Type 115 Durability reduction factor, RFd 1.50 1.50 1.50 N/A N/A Creep reduction factor, RFc 2,64 2,64 2,64 N/A N/A Overall factor of safety: connection break, Fs N/A N/A N/A N/A N/A Overall factor of safety: connection pullout, Fs N/A N/A N/A N/A N/A F. w!! ! 111=1 Republic Parking Lot Copyright 0 1998 ADAMA Engineering. inc. 11610 IWIN MIFF 0100 Imo 4.0. IMP, PIM .+. , - • - .y.. Pogo 4 of 10 License number MA'S-0140 r ■ i t ISE \V -- Mechanically Stabilized En-')Valls i'•r'"'1 Republic Parking Lot Ihr■en1 nate/Time. Wed Apt 12 1'43022000 C ■P1SCW Version 1 llkepubbc tlalbnp Republic 1111, 0) ar.0 avow Ioar 111SV..I.w1 fSttt ./ .IItI...,If win. co.. 4t. taw, I Yt1YI..r1! W. I.*it631*.w 11YMt I....IIMYS,. IIM- ..w11 MOH I..- 11IIt- I.w.1,Mt....I I W.I. I.w,,Wi.....1l ste ....1 • fIV...wl. INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 16.00 MI { Embedded depth is E = 2.00 ft. and height above top of finished bottom grade is 1-1 = 14.00 ft } Batter. w 0.0 deg) Backslope, (i 0.0 (deg] 13ackslopc rise 0,0 (flJ Broken back equivalent angle, 1 = 0.00° (sec Fig, 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 (1b/ft'( OTHER EXTERNAL LOAD(S) jS11 Strip Load. Qv.d = 300.0 and Qv -I = 0.0 (1b/ft 1. Footing width. b =I5.0 (ilJ. Distance of center of footing from wall face. d 9.5 (!i<( q'm depth of 0.0 (ft( below soil surface. ANALYZED REINFORCEMENT LAYOUT: sI) SCALE: 0 2 4 6 $ 10 [ft) ,__u MW i.wN INV tom 1MNWtwali yIPViwrtli V11161•0I014 MOMrww.li wow 0.4.014iPiuma Mw tw.U(opr.wU MWhlwli Nor 1..wU •04.4111 WNW low UMiVhoe I1 MOW loom 1 IMIV low 11 WSW Sew. 11 Mi1Yr,*wil1allt IWnV�ew.11 Republic Parking Lot Pogo S of 10 Copyright 0 1998 ADAMA Engineering, Inc, License number M•US•0140 ig c NISEW -- Mechanically Stabilized E; Walls Republic Parking Lot P ent Datestrane. Wed Apr 121' 45:03 2000 t' \M I'. 1' VC9,rd, 1 Iikepubbc I'a,krg kepul.Lc Ilia 03 ni :l .... 11 11M'... r111. 11.. •.r11.1W- ...111d- ....11IM*.wl1 t. 1..•.... 11a..... r11 w-......11 r -+rr.+.,w.....II- sr/...I1 WOW .. -r 11 w*•....11rrnr...,1w+-..... w......,i ** 0....11~ I...."..�•.....�. ANALYSIS: CALCULATED FACTORS (Static conditions) GEOGRID # Elevation Le g hTyc •1 CONNECTION Fs- overall Fs- overall Fs- overall [pullout (connection (gcogrid resistance] break] strength] Gcogrid Pullout Direct Eccentricity strength resistance sliding e/L Fs Fs Fs 1 0.67 10,00 2 8.39 2.12 3,24 3.241 24.810 1.963 0.1384 2 1.33 10.00 2 13.25 3.35 5.12 5.119 36.253 2.041 0.1268 3 2.00 10,00 2 9,28 2.34 3.58 3.584 23,384 2.127 0.1154 4 3.33 10.00 2 7,13 1.90 2.90 2.899 15.894 2.320 0,0939 5 4,67 10.00 2 7,02 2.09 3.19 3,190 14.446 2.554 0.0738 6 6.00 10.00 2 6.91 2.33 3.56 3.558 13,054 2.838 0.0553 7 7,33 10.00 1 3,92 1.53 2,43 2,430 11.575 3,195 0.0381 8 8,67 10,00 1 3.79 1.75 2,78 2.777 10.117 3.662 0,0218 9 10.00 10.00 1 3,63 2.05 3.25 3.247 8.719 4,293 0,0066 10 11.33 10.00 1 3.37 2.44 3.87 3,873 7.246 5,212 40.0084 11 12.67 10,00 1 2,97 3.02 4,79 4.788 5,796 6,730 •0.0242 12 14.00 10,00 2 2.30 3.88 5.93 5.929 2,542 9,865 - 0.0430 ANALYSIS: CALCULATED FACTORS (Seismic conditions) 1 1 t u 1 GEOGRID M Elevation Le g hType CONNECTION Fs- overall Fs- overall Fs- overall (pullout r ogd resistance' (connection stg) Gcogrid Pullout Direct Eccentricity strength resistance sliding e/L Fs Fs Fs 1 0.67 10.00 2 4,99 2 1.33 10.00 2 6.96 3 2.00 10,00 2 5.49 4 3.33 10.00 2 4.53 5 4.67 10,00 2 4.45 6 6.00 10.00 2 4.38 7 7,33 10.00 1 2,49 8 8.67 10,00 1 2.40 9 10,00 10,00 1 2,30 10 1 1.33 10.00 1 2.14 11 12.67 10,00 1 1.89 12 14.00 10,00 2 1.61 1.87 2,88 2.879 14,766 .156 0.2814 2.79 4,30 4,298 19.044 .207 0,2571 2.07 3.18 3,176 13,842 .263 0.2335 1.73 2,65 2.647 10.086 .392 0.1895 1.90 2.91 2.913 9.166 .551 0.1491 2.12 3,25 3,248 8.276 .749 0.1129 1.39 2.21 2.212 7.343 2.005 0.0803 1.59 2,53 2.527 6.419 2.352 0.0511 1.86 2.95 2.954 5.528 2,840 0.0253 2.22 3.52 3.525 4.598 3.586 0.0023 2.75 4.36 4.362 3.686 4,896 . 0,0193 3.67 5.63 5.628 1.774 7,789 - 0,0416 Il McM1■1111e*a'I...wll NilWom I I MHO /•...e111rW 1•am 11 WOW i•.. i 1 le/Y....A.Ip 1•.. IMP" '4..4 I MIFV$••••$$ 0.IN1.... yew t hell/ I...11 41w /••. U 11i- 4..11IMO NOW U I.VM... 1 y.M....11 MP- 1•..11111F - /••. u Republic Parking Lot Copyright 0 1998 ADAMA Engineering. Inc. Page 6 of 10 License number M•US -0140 owq MSEW -r Mccltanically Stabilized Ea atis r� ''� Republic Parking Lot Ptbent Datelrime Wed Apt 12 11' 43 03 2000 , C 1M'tW Vettlot 1.1 Ketrobtzt Pak mti•Ke1m6Uc 1116 n1 tttiy •Y*Yl, �r IYY.I lfllrfwl IIffIY /w1, ylfrf..y 1.1111.1 /w/ IIfYr /YY.f I iai lfwll Wr /wl l Yllrfwl l YIIr 1.rI I Iflr'IMYI IfNIr fY.r /l wr 1wl ltlrr,w.. rrY f.rr 11 Wf ►1w 111NrrYy...1WYf�r 1. W/Yiw 11 Wris.r11 Wrf..r, i BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS Ultimate bearing capacity, q•ult 8353 4012 l lb /il 21 Meycrliof stress. cry 3319.97 6013 Ib /1121 Eccentricity, c 1,51 3.07 (r1( .Eccentricity, eft- 0,151 0.307 1~s calculated 2,52 0,77 Base length 10,00 10.00 (fil Sij t SCALE: 02468 10[ft] Republic Parking Lot Copyright Q 1998 ADAMA Engineering, Inc. .UI. ! Ys YM .— '- M /1r.! MRwI_ M ■ —0. Page 7of 10 License number M•US•OI40 v NISEW. -- Mechanically Stabilized Ev _ Walls f'reienl bdeirtrt a Wed Apt IS 1 %. 5.01 noon C IAISCW Velwa• 1 14tepid,hc Pasianx.kepad,hc IIlr.at NI :II •.F.,.i110•r.M.,ld•.._1111•11..„M .I.. ,,Mt *toW.n...,.._. %....i„ Wry •..w. w**t...,Ur * *.Yf I MM. 41 *..0 SV ' • IM* Ii...i 4S W. .....Iss t..Y0 1W4..i1,11011. ..Y.,,wr..y„, w•.wr.,.w•r�w„ Republic Parking Lot DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs- static = 2.362 and Fs- seismic = 1.386 # Geogrid Gcogrid Elevation Length l�l in] Fs Static Fs Seismic Gcogrid Type # 1 0.67 10,00 1.963 1,156 2 2 1.33 10.00 2,041 1 ,207 2 3 2.00 10.00 2,127 1.263 2 4 3.33 10,00 2.320 L392 2 S 4.67 10.00 2,354 1.551 2 6 6,00 10,00 2.838 1.749 2 7 7.33 10.00 3.195 2.005 1 8 8,67 10.00 3,662 2.352 1 9 10.00 10,00 4,293 2.840 1 10 11.33 10,00 5.212 3.586 1 11 12.67 10.00 6,730 4.896 1 12 14.00 10.00 9.865 7,789 2 ECCENTRICITY for GIVEN LAYOUT Along reinforced and foundation soils interface: e/L static a 0.1506 and e/L seismic is 0.3071 N Gcogrid Gcogrid c/ L c 1 L Gcogrid Elevation Length Static Seismic Type # (' 1 lnl 1 0.67 10,00 0.1384 0.2814 2 2 1.33 10,00 0.1268 0.2571 2 3 2.00 10,00 0.1154 0.2335 2 4 3.33 10.00 0,0939 0,1895 2 5 4.67 10,00 0.0738 0.1491 2 6 6.00 10,00 0.0553 0.1129 2 7 7.33 10,00 0,0381 0.0803 1 8 8,67 10.00 0,0218 0.0511 1 9 10.00 10.00 0.0066 0.0253 1 10 11.33 10.00 - 0.0084 0,0023 1 11 12.67 10.00 - 0.0242 -1.0193 1 12 14.00 10,00 - 0.0430 •0.0416 2 I w. ItW iWW1w. NMM9wiwUMw9w9tMN9w• U( i10r9. wl7iilll1Ww itTleenvolfierri .liMAlee+1100emilidgif/vw 14111l..•"101r 11.04,1140,1•001 hoe Republic Parking Lot Page 8 of 10 Copyright 0 1995 ADAMA Engineering. Inc, license number N1418.0140 w ,MSEW -- Mechanically Stabilized Ea Walls • Present bate Mot Wed Apt 1: 11 43.03 2000 w:1 Ian looms illd. /wII VIM 1... 11Yl.1ar/11M'. /.r 111011* Cara RESULTS for STRENGTH 'l• Republic Parking Lot t c \ .15tW Vetawln 1 ItRepwlbbt PAIEM PReplIWK 1181 di ittN /,w 11W.4••• 1110071 .s 1111!•- rNrl1YlV •••••1111/4,1. ma. 11 Mt* I.w11Wr /..rl. wr I a.r 11 W. Pawllwt rwI! MIK a.- Ilw-Iw to WI.Iw 1, Wr /.p11 Gcogrid Tavailable Tnlax Ttnd Specified Actual Specified Actual Elevation (lb /ftJ (Ib /nI (lb /f1) miniinum calculated minimum calculated 1ft] Fs- overall Fs- overall Fs, overall Fs- overall static Static seismic Seismic 11 1 0.67 2188' 675.00 232.31 N/A 3.241 N/A 2.879 2 1,33 2188 427,39 223.49 N/A 5.119 N/A 4,298 3 2.00 2188 610.44 214,53 N/A 3.584 N/A 3.176 4 3.33 2188 754.61 196,74 N/A 2.899 N/A 2.647 5 4,67 2188 685,76 178.82 N/A 3,190 N/A 2,913 6 6,00 2188 614,86 161.03 N/A 3,558 N/A 3.248 7 7.33 1334 548.74 143,24 N/A 2,430 N/A 2,212 8 8,67 1334 480.34 125.32 N/A 2,777 N/A 2327 9 10.00 1334 410.72 107.53 N/A 3.247 N/A 2.954 10 11.33 1334 344.39 89.75 N/A 3.873 N/A 3.525 11 12.67 1334 278,53 71.82 N/A 4,788 N/A 4.362 12 14.00 2188 368.97 54.04 N/A 5.929 NIA 5,628 RESULTS for PULLOUT # Gcogrid Coverage Tnlax Tmd Lc La Avall.Static Specified Actual Avail,Scism, Specified Actual Elevation Ratio (lb /nj Jlb /n) (nI (f1J Pullout, Pr Static Static Pullout, Pr Seismic Seismic JnJ (1b/nJ Fs Fs lib/ft Fs Fs 1 0.67 1.000 675 232 9,63 0,37 16746,6 N/A 24.810 13397.3 N/A 14,766 2 1.33 1,000 427 223 9.26 0.74 15494,4 N/A 36.253 12395.5 N/A 19,044 3 2.00 1.000 610 215 8.89 1.11 14274.3 N/A 23,384 11419,5 N/A 13.842 4 3.33 1,000 735 197 8.15 1.85 11993.9 N/A 15.894 9595,1 N/A 10.086 5 4.67 1.000 686 179 7.41 2,59 9906,2 N/A 14,446 7925.0 N/A 9.166 6 6.00 1.000 615 161 6.67 3,33 8026.6 N/A 13,054 6421.3 N/A 8,276 7 7,33 1.000 549 143 5.94 4,06 6351.6 N/A 11,575 5081.3 N/A 7,343 8 8.67 1.000 480 125 5.19 4.81 4859.6 N/A 10.117 3887.6 N/A 6.419 9 10.00 1.000 411 108 4.46 5,54 3581,1 N/A 8.719 2864,9 N/A 5,528 10 11,33 1,000 344 90 3.72 6,28 2495,5 N/A 7.246 1996.4 N/A 4.598 11 12.67 1.000 279 72 2.98 7.02 1614.3 N/A 5.796 1291.4 N/A 3,686 12 14,00 1.000 369 54 2.24 7,76 938.0 N/A 2,542 750,4 N/A 1.774 P:+wu Map" hen kJ Yaw rw llwviwu utaitr.a,uWW1.I..IIMpW'1...H'NW 1...0 rpr...1 law 1.0118c. b..I *no 1...Uyw1..l1, iMl. r...,, Mow /w1t 11 Harr1w.0 oeuv ..0 Y{W1...p mper....1 /oof* o. IMpryl.w.0 Republic Parking tat Copyright 0 1998 ADAMA Engineering. Inc, Page 9 of W License number M.US -0140 fir t•iSEW -- Mechanically Stabilized Earth Walls Pteaent balefrunr Wed Apt 1 2114. 0) 2000 •1f...Y„HM•..r,1 M V * t...• 11 „1!•Iw1 lw.,....11 w... • 001**0*.a114111111.44.0.1tWilrewo .1w+......11 RESULTS for CONNECTION (static conditions) sr .,y Republic P ;irking Lot cAmsr,v,, veroHm rItKeptib0t Padang\ Republic 'lib 0)11f 'rem too.. rr w•,w16(1/■0..r■■ Wr....�11w.1rr,rW.,w 11w..w.r i. Geogrid Connection Elevation force, To (f1) ilb/ft) Reduction Reduction factor for factor for connection connection break, pullout, CRu CRs Available connection strength, tc•break criterion (lb/fl) Available Available Ps-overall connection Geogrid connection strength, strength, break Tc•pufloul Tavallable criterion (lb/fl) Specified Actual itb/fl) Fs-overall Connection pullout Speeded Actual Fs-overall Geogrid strength Speo,tied Actual 1 0,67 675 2 1.33 427 3 2.00 610 4 3,33 755 5 4.67 686 6 6.00 615 7 7.33 549 8 8,67 480 9 10,00 411 10 1 1.33 344 11 12.67 279 12 14,00 369 0.90 0.90 0.90 0.90 0,90 0.90 0.90 0,90 0.90 0.90 0.90 0,90 0,90 0,90 0,90 0.86 0,76 0.67 0,58 0,49 0.40 0,31 0.22 0,13 430 430 430 430 430 430 840 840 840 840 840 1430 5665 5665 5665 5383 4813 4248 2152 1819 1489 1159 826 850 RESULTS for CONNECTION (seismic conditions) 2188 2188 2188 2188 2188 2188 1334 1334 1334 1334 1334 2188 N/A NA N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.12 3.35 2,34 1.90 2.09 2.33 1.53 1.75 2,05 2.44 3,02 3.88 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 8.39 N/A 13.25 N/A 9.28 N/A 7.13 N/A 7.02 N/A 6,91 N/A 3.92 N/A 3,79 N/A 3.63 N/A 3,37 N/A 2,97 N/A 2.30 N/A 3.24 5,12 3,58 2,90 3.19 3,56 2,43 2,78 3,25 3,87 4,79 5,93 Geo_ Connection Elevation face, To 1111 (ft) Reduction Reduction factor to factor to connection connection break, pullout, CRu CRs Available connection strength, Tc•bresk criterion OM) Available Available carnation Geogrid strength, strength, Tc•pullout Tavarlable critwlon Ikt/fl) Specified Actual (WI Fs•overah connection break Fo•overatt CoM Chop pullout Specified Actual Fs•ovetall Geogrid strength Specified Actual 1 0.67 907 2 1.33 651 3 2.00 825 4 3.33 951 5 4.67 865 6 6.00 776 7 7,33 692 8 8.67 606 9 10.00 518 10 11,33 434 11 12.67 350 12 14,00 423 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.72 0,72 0.68 0.61 0.54 0.47 0.39 0.32 0.25 0.18 0.11 1430 1430 1430 1430 1430 1430 840 840 840 840 840 1430 4532 4532 4532 4306 3851 3399 1721 1455 1191 927 661 680 2188 2188 2188 2188 2188 2188 1334 1334 1334 1334 1334 2188 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.87 2,79 2.07 1,73 1.90 2.12 1.39 1.59 1.86 2,22 2,75 :1.67 N/A N/A N/A N/A N/A N /AA N/A N/A N/A 4,99 6.96 5.49 4.53 4.45 4.38 2,49 2.40 2,30 2.14 1,89 1,61 N/A N/A N/A N/A N/A N/A N/A N/A N/A 2,88 4.30 3.18 2.65 2.91 3.25 2,21 2.53 2.95 3.52 4.36 5.63 OE L.. fJMMrww. ulMlwwlIYlNI ,r�UM:Yl.wliY�at...rUigmr. .ulgYiw�U1�{ai�wrUiirtYl•T neuYr•.IliaaW1...0)srp o.. ii0wpe •.cfiRMLwµtKwh..:10ewrh.ol 0o** i$1.0v wrd1M{hlrw.o,l reu•.•( 11 rr-4."r Republic Parking lot Page 10 of 10 Copyright 0 1998 ADAMA Engineering. Inc, License number M41S.0140 r S { k t • 7 Iv (SEW -- Mccltanically Stabilized Ea ''Walls ! 1Zcpubiic Parking Lot Posen bate rune. Wed Apt 12 l' 4641 2000 C Ut5CW Venlrnl 1.I4tepuldfc Ihrbny,Repui.ife 1122 02.NrU rw..Yf�.••wf 1W +.••Y.1 Ms..W.l..yl.w,fotilwr•oI. MOr.•rleltlf•r•.r,.Yf. rte ..11LLM...WII.l wIi. f...iv.•wst.MY..w•∎YW *,... WN.w•.s *taw. mw-rsw14S *f.s msS b1..s...M.t.r... s......1w ►.w Republic Parking Lot PROJECT IDENTIFICATION Title: Republic Parking Lot Project Number: 7704.001 -01 Client: Pcncct Engineering Designer: AES Station Number: Typical <22' (kV4 G 1.0 �} Description: Simple vertical wall, Wall height is 22' Phi of till reinforced backlit 1- 32 degrees, se' Sir. p tg.A. •4 s, co pc.-4- Company's information: Name: OooEn ineera, Inc. Street: 8410 14th Ave NE Redmond, WA 98052 Telephone OM: 425.861.6000 Fax /Y: 425.861.6050 E•Mail: Original file path and name: C :IMSEW Version 1,1■Republic Parking\Republic.H22.02.BEN Original data and time of creating this Alm 4/11/2000 PROGRAM MODE: IJ VOW 1twwNM 'W1uw111MWtw.,UIOWt ~uKMMI 1!O' Mom WWII a OIRrwwllINViww1140. Republic Parking Lot Copyright *1998 ADAMA Engineering, lnc. ANALYSIS of a SIMPLE STRUCTURE using OEOGRID us reinforcing material. 111*W1 tww■ ff IPPVIvey I 1 INPW•a.rff W,Wt,IfU,aryiwnll t�...I!YAWt...fif lalwreef I Miltt••wfl MOW tow Page 1 of 10 License number b!•US•0140 Iv1SEW -- Mechanically Stabilized Ea '' Walls Republic Parking Lot • Proem Datelrfftle Wed Apt is 1- .4&472000 C MW Vettlrq, I.I kepubW pui�llkkepubUc 11:2 02 NCN t ..1110111 III. 11M11 M / ..1118I11/1.. 11. MlP1.$.•.a11SSM,•.IIi1,1!•.1•r11 a*, ..11M•,.r1III,1f111..1 1101• I.. 11iM• •, ..111N- I.ri,N11. I.y.11ied. /•wI 4 100 11 WI•t. $$Yf1.„aar b-1r1,wr... 411M *I4.riIwr /.r 1 SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, 4, RETAINED SOIL Uttit weight, y Design value of internal angle of friction. 4, 130.0 lb /11' 32.0 130.0 lb /ft' 32,0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight,yf. . 130.0 lb/11, Equivalent internal angle of friction. (f),„„0,. 35.0 ° Equivalent cohesion. cam,,,,, 0A lb /11 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) et 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, y/ 111 61.00° (sec Fig. 28 in DEMO 82). Ka (external stability) 0.3073 (if batter is less titan 10°. Ka is calculated) from cq. 16, Othcnvisc, eq, 17 is utilized) BEARING CAPACITY Hearing capacity coefficients (calculated by MSEW): Nc . 61.35 N y" 78.02 SEISMICITY Maximum ground acceleration coefficients a a • 0.15 Kac (cf.> 0) no 0.4368 Kae (ot„ am 0) • 0.3073 A Knc is 0.1295 (see cg137 in DEMO 82) Seismic soil•gcogrid friction cocmcient, F* is 80,0% of its swilled static value, I.I+RMOW knot* yIkowllbMttwe14 WOW 1.6.04 ifiviveNsi opt 414.11 Mf11t 1...Iiilipif ww- fTliW1.se rjs0..s oprim.Ifi1*YYwwII MMlworII WWI o wUYp4rm'IV ,fewU lAY 0~ 41 yWhmeI MIK low U*WhewYi Republic Parking lot Page 2 of 10 Copyright m 1998 ADAMA Engineering. lnc, license number MA/S-0140 tir 1.1SEW -- Mechanically Stabilized E. Walls Republic Parking Lot preset beterrut+! Wed Apt 12 1'.46 47 2000 t \M EW Vets++,+ 1.1 44e1,04)c {'inking ftele+bi+#.1122 02. MN 1tr.r..Wi.r.rr..rfv..r., r.r+..w.,iw....... r►�... wars+.... ilwr... �rrrte .....rrrs.rrr.,rrr...�rr�++r r..... wr.. rrrrwrr. r.. wr r.. * Iw• /we i. Wet ... r•, ww...o.iw+..ri..w +r.«..,wr.w.., w.r.. -.. INPUT DATA: Geogrids (Analysis) D A T A Geogrid Gcogrid Gcogrid Geogrid Gcogrid . 1 1 ,I Tult Jlb /ftj Durability reduction factor. RFd Installation- damage reduction factor. RFid Creep reduction factor, RFc Fs-overall for strength Coverage ratio. Rc 3697.0 6294.0 7533.0 1.0 1.0 1,0 1.05 1.05 1.05 2.64 2.74 2.51 N/A N/A N/A N/A N/A 1.000 1.00 1.00 Friction angle along geogrid•soil interface, p 26.56 26.56 26,56 Pullout resistance factor, F* O.Srtan ¢ 0.8'tan 4 0.8rtan 4i N/A N/A Scale -effect correction factor. cx 0.8 0,8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K /Kn 0,0 1.0 2.0 K /Ka 3,0 0 ft 1.00 0 3.3 ft L00 Z in1 6.6 it L00 6. 9.8 ft 1.00 16.411 1.00 9. 19,7 ft 1.00 16, 26, 32.8 i,,. 1jiarf iunUi1A'i.wrl4p1M1...s+1IAY1MNO M1Wf...1#11.*i.w+! WNW 1004. 1111/0 0 01.+ 4 M1 Yi. r.+ rMp1.... 1# MW... rl( y1< Y1.. p110/10/11...+ 1Mp14..w 1llip' 1..,9111011V1..w il61tV+. r+ 1141611/11.... 11Wr►'Y..r+R{sr1...l�iNYi.,..il Republic Parting Lot Page 3 of 10 Copyright C 1998 ADAMA Engineering. Inc. License number M•US.0140 N4SEW -- Mechanically Stabilized Er'-.Walls Repubiic Parking Lot Preterit bsieTU a Wed Apt 12 1746 47 2000 C U1SEW Versi /tts 1.Iskehubbe harking' Republic 1122 02 104 /.Y.1 rem,_ I/ 11I.•.. A/ 111f- 1..- IttlMl. r1111lft ....I 11N *t.rrl lll111*t• 11Y••■/w11Ylr /•o. 11 YIH' /-r.1111VWiw1111111-/..r I 1 W*1•r111 fl *11 1. W. 1w IIW- IN.. I 1 •/-Iw 41 WI. Iwll INPUT DATA: Facia and Connection (Analysis) FACIA type: Facing enabling frictional connection of reinforcement (e.g.. modular concrete blocks. gabions) Dcpth/height of block is 1.0/0.7 ft. Horizontal distance to Center of Gravity of block is 0.511. Average unit weight of block is yr = 75.0 lb /11' Z /Het To- static / Tmax or To- seismic / Tmd 0.00 0,25 0,50 0.75 1.00 1,00 1,00 1.00 1,00 1,00 Z / Nd 0.00 0.25 0,50 0,75 1.00 1.00 try brwsll 0.90 0.80 0.70 0.G0 0.50 To- static / Ttmtx or To- seismic / Ttnd Geogrid lType �1 Gcogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type 45 a ' CC�Ru a CRu a CRu cr CRu a CRu 1000.0 0.90 1000.0 0.90 1000.0 0.90 2000.0 0.90 2000,0 0.90 2000,0 0.90 N/A N/A Geogrid Type #1 Geogrid Typo #2 Gcogrid 'IM O/3 Geogrid T��pe #4 Geogrid Type 115 a CRs of a CRs a �Rs a Rs CRs 0.0 0.00 0,0 0.00 0.0 0.00 1000.0 0,90 1000.0 0.90 1000.0 0.90 N/A N/A + +� a • Confining strew In between stacked blocks fib/ft 9 rn CRu - Tult-c / Tult t+t CRs • Tpo-c / Tull In seismic analysis, Tc- pullout is reduced to 80% of its static value. DATA (for connection only) Type #1 Type #2 Type #3 Typo #4 Type #S Durnbllity reduction factor, RFd 1,50 1.50 1,50 N/A N/A Creep reduction factor, RFc 2.64 2.64 2.64 N/A N/A Overall factor of safety: connection break, Fs N/A N/A N/A N/A N/A Overall factor of safety: connection pullout, Fs N/A N/A N/A N/A N/A i11 0100/ Irlw wi4, 0.1,11I,,IiAW,WIRSiMOVIOMNY1Yielnla ii11rMOWOOMOIl�ilR'f 4wuNilr. wiOIMO1wl11.1.0iwluMIPMWORONWh PiiMWIINNO PPetwwuidli*I 11, llp,wwuWpi..PRaMW)0.0a00019.0 Republic Parking Lot Copyright 0 19911 ADAMA Engineering. inc. r Page 4 of 10 License number M•US.0140 ti1SEW -- Mechanictliy Stabilized E ""`Wails Pie e:d Patefiime: Wed Apr 12 1'.40 ax 2000 C ti%1SEVI. version 1 Ilkepubtic ParbnKtikepubiu 1122 02 PIN ,...."111M1111 a -...i. ITI .i.wi.MV.i.«r11wwO.wi. . . wri.... IHMr goer ii wrr..... gwr...+... w... r..WO* .«.t.YMfwu1ws....ptwee r...0 w1....... wrr.......w�....... Republic Parking Lot INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 22.00 (R) Batter. ca Backstops, O Backstops rise 0.0 (deg) 0.0 degj 0.0 IR) ( Embedded depth is E = 2.00 R, and height above top of finished bottom grade is H = 20.00 ft ) Broken back equivalent angle. 1= 0.00' (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 (Ib /R 9 OTHER EXTERNAL LOAD(S) IS 1 Strip Load, Qv-d = 300.0 and Qv -i ft 0.0 (ib /R 9. Footing rvi th, b=15.0 (R). Distance denser of footing from wall fact. d = 9,3 1111(4, depth of0.0 IR) below soil surface. ANALYZED REINFORCEMENT LAYOUT: IS1) SCALE: 0246510(ft) howl!IgIiowiig7Miew3 ii/W fowl' MP' /00•1/1011PVIgespi low lowlilRWiw. 11 *co toot Ui ptPa.nUhow aq... appr .wll 1,.w1110PMi....il bow low !#SaPv 1....J#Mi►y ono I1 MpMlgwU lAWi.wil WNW,..* *ow lwwls li7W i.,w11 Republic Parking Lot Pep S of 10 Copyright O 1998 ADAMA Engineering. Inc. License number M US.0140 11 to MS11V -- Mechanically Stabilized E ,Walls Republic Parking Lot News: bete/tune Wed Apt 12 1` 46•0R 2000 C Vermott 1 Ikitept hlu Pmbt \kepubht $122 0; 11t% iwf w. r..... 1 11.nrwlin*t...11WI.,w1urs*...r, I I UMW t firs.... 1 err+,....r. vw .....00S*0 I«....wr..... to W1001...I w. tow. ...,.r. r.».. ANALYSIS: CALCULATED FACTORS (Static conditions) GEOGRID # Elevation LengthType 1111 1 1 CONNECTION Fs- overall Fs- overall Fs- overall [pullout (connection (gcogrid resistance) break) strength] Gcogrid Pullout Direct Eccentricity strength resistance sliding c1L Fs Fs Fs 1 0.67 13.00 3 7.46 1,88 3.15 3,146 32.618 1.944 0.1484 2 1.33 13.00 3 11.64 2.94 4.91 4,906 47,989 2.002 0.1395 3 2.00 13.00 3 8.04 2,03 3.39 3.388 31.179 2,065 0.1307 4 3.33 13.00 3 6.36 1,61 2,68 2.682 21.746 2,202 0,1139 5 4.67 13.00 3 6.81 1.72 2.87 2.869 20.293 2.359 0.0981 6 6.00 13.00 2 6.13 1.55 2.37 2,369 18.932 2.539 0.0833 7 7,33 13.00 2 6.60 1.67 2.55 2.550 17.416 2,747 0.0694 8 8.67 13.00 2 7.18 1.81 2.77 2.773 15,963 2.994 0,0563 9 10,00 13.00 2 7.11 1.99 3,05 3,049 14,586 1287 0.0442 10 11.33 13,00 2 6,96 2.20 3,36 3358 13,099 3,642 0.0329 11 12.67 13.00 2 6.80 2.45 3.75 3,753 11.647 4.087 0.0223 12 14.00 13.00 1 3.87 1.64 2.60 2,602 10,253 4.650 0,0123 13 15.33 13.00 1 3.71 1,88 2.99 2.988 8.769 5.396 0.0028 14 16.67 13,00 1 3.50 2.22 3.53 3,526 7.316 6.450 - 0.0067 15 18.00 13.00 1 3.20 2.71 4.30 4.299 5.890 8,049 - 0.0165 16 19.33 13.00 1 2.68 3,40 5.40 5.402 4.450 10.913 - 0.0280 17 20,67 13.00 2 2.23 5.65 8.63 8.633 2.180 18.536 - 0,0444 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Benringcpt+c1. Fs. 2.25. Foundntlon interfnce. Direct sliding, Fs is 1,339. Ecccntricjly. e/L 011 Q. GEOGRID # Elevation Let`g,1T c CONNECTION Fs. overall Fs- overall Fs-overall (pullout (connection Igeogrid resistance) break) strength) Gcogrid Pullout Direct Eccentricity strength resistance sliding c!L Fs Fs Fs 1 0,67 s j 13.00 1.33., 13.00 3 2,005,= 13.00 4 3.33 13,00 5 4.67 13.00 6 6,007 2' 13.00 7 7.337 ; 13,00 8 8,67 7 13,00 9 10,00 L13,00 10 11.33? 13,00 11 12.677 `;13,00 12 14.0013.00 13 15.33? 13.00 14 16,67) 7" 13,00 15 18.00 x,13.00 16 19.33 13.00 17 20.67' 113,00 3 4,34 3 5.93 3 4.65 3 A'" 3.97 4.24 2 3.82 2 4.12 2 4.48 2 cM 4,44 2 4.35 2 4,26 1 2.43 1 2.33 1 to. 2.20 1 2.03 1 1,72 2 -10,4 1.53 1.65 2.74 2.736 18.962 1.105 0.3165 2.42 4.00 3,999 24.460 1.140 0.2969 1.77 2,94 2,941 18.056 1.179 0.2777 1.45 2.41 2,410 13,557 1.263 0.2412 1.65 2,58 2.579 12.655 1.360 0.2070 1.40 2.15 2.147 11.801 1.473 0,1753 1,51 2,31 2,312 10.869 1.606 0.1460 1.64 2.51 2.515 9.969 1.766 0.1189 1,80 2,77 1765 9,107 1.959 0.0942 1.99 3.05 3.047 8,193 2.199 0.0717 2.22 3.41 3.408 7.293 2.507 0.0513 1.48 2.36 2.355 6.425 2.911 0.0331 1.71 2.71 2.708 5.511 3.467 0.0167 2.02 3.20 3.200 4.612 4.292 0.0017 2.46 3.91 3.909 3,729 5.619 - 0,0122 3.11 4.93 4.934 2.847 8.166 - 0.0263 5.31 8,14 8.144 1.497 15,451 - 0,0341 MOU101161ww111MN'tmot 110.rwwuMp'ir ••U1111Pr .uyi110Whoww1 041 b+wt1wwt...Itwar t.n. ft tgY1...1rww 1.40.4-wW t.«wu Wir Iowa WV 4.04 . WIV,...1.Mty Iwo a NOW howl WPM howl MOW, w.11 Republic Parking Lot Page 6 of' 10 Copyright 0 1998 ADAMA Engineering. Inc. license number M•US.0140 1 MSE\V -- Mechanically Stabilized E;''' Wa1Is ? Republic Parking Lot Nefertt bate•`ritne. Wed Apt 1211:46 482000 C tiM! W Vellum 1 11140014n harbilit.kepubbt .112202 MN /I.ss.. I WI* t-rr 71 Mt* bar l l WM. lsr l I WM I.. 1 I WIN lass 11 W'• $ 111M* I•wr I I IM* 1 so. 11 Mr* I* 11 WOIV$-s$IM** Iw 111N. 1-r 11 1 wog Iwi • W* vs... um* /w11w/ 1o%I 1W• rorl 1 WWruw11 •■ r lar 11 BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS Ultimate bearing capacity, q-ult 45142 21494 (1b /A' Mcycrhof stress, ch 4547.79 9551 (Ib /fi 7J Eccentricity, c 2.05 4.38 eft[ Eccentricity, cfL. 0.158 0.337 Fs calculated 9.93 2.25 Base length 13.00 13.00 Ifl[ [SI) SCALE; 024681O[ft] 1,411 woo trim U wry / ra1JwowNorII i4Ylrrvl )14Ytwwli141ilwlii/IWILIpifi Irl%ilfp11wI,I7 Wei 4 Imo 1 714Y [OHM 11 1w* Id111lYiwnllWINIwdifgMIw0UWVVwmeI1YMIVlnnli11 *Ylww /1YS1YsemiIIMPWIr w111111Y1re1 Republic Parking Lot Pogo 7 of 10 Copyright 0 1998 ADAMA Engineering. Inc. License number M•US•0140 4 h 1SEW -- Mechanically Stabilized Er Wails -•. •••• . .....a ....•r .... ..r...r.r arr • ......•r ..1.,..w ..,.. .Y.,.w.. Republic Parking Lot Pteeenl Dattermla Wed Apt 12 1'.46:48 2000 C 1AMSf.W Vaunt' 1.111tepuhhc VatbnpJtepubhc 1122 02 mu f.WI■IWr /w11ftl -f-r11 M1r•I.Y 11 M' -f-MII W�I/w 1111�✓!f-y1IY1 . 11YM -'1Owf rrlW- rw1.11 - i�r.11Yrlfl. $111�.Yf-�r. Yr�1w 11 WI'I.Y.I.YW- rwI 0.0.....111, -*fa.. I WO to -,.11 W- f... 1 wrf.W1111140. DIRECT SLIDING for GIVEN LAYOUT (for GEOGRiD reinforcements) Along reinforced and foundation soils interface: 1's- static = 2.360 and Fs- seismic = 1.339 # Gcogrid Elevation 1 (11 Gcogrid Length 1ft1 Fs >+s Gcogrid Static Seismic Type # 1 0,67 2 1.33 3 2.00 4 3,33 5 4.67 6 6.00 7 7,33 8 8.67 9 10.00 10 11.33 11 12.67 12 14,00 13 15.33 14 16.67 15 18.00 16 19.33 17 20.67 13.00 1,944 1.105 3 13.00 2.002 1.140 3 13.00 2.065 1.179 3 13.00 2,202 1.263 3 13.00 2.359 1,360 3 13.00 2.539 1.473 2 13.00 2,747 1.606 2 13.00 2.994 1.766 2 13.00 3,287 1,959 2 13,00 3.642 2,199 2 13.00 4.087 2,507 2 13.00 4.650 2,911 1 13.00 5.396 3.467 1 13,00 6,450 4.292 1 13.00 8.049 5.619 1 13.00 10.913 8,166 1 13.00 18.536 15,451 2 ECCENTRICITY for GIVEN LAYOUT Along reinforced and foundation soils interface: c/L static ma 0.1577 and c/L seismic • 0.3370 # Ocogrid Gcogrid Elevation Length c/L Static Seismic c/L TM* Ocogrid 1 0.67 2 1.33 3 2.00 4 3,33 5 4.67 6 6,00 7 7,33 8 8.67 9 10,00 10 11.33 11 12,67 12 14.00 13 15.33 14 16,67 15 18.00 16 19.33 17 20.67 13.00 0,1484 0.3165 3 13.00 0.1395 0.2969 3 13.00 0.1307 0.2777 3 13.00 0.1139 0.2412 3 13.00 0,0981 0.2070 3 13,00 0,0833 0.1753 2 13.00 0.0694 0.1460 2 13.00 0,0563 0.1189 2 13.00 0.0442 0,0942 2 13.00 0.0329 0.0717 2 13.00 0,0223 0,0513 2 13,00 0.0123 0.0331 1 13.00 0,0028 0.0167 1 13.00 - 0.0067 0.0017 1 13,00 0.0165 - 0,0122 1 13.00 • - 0.0280 - 0.0263 1 13.00 - 0.0444 - 0,0441 2 II". 40491.0141011114.0.410111V10.0011WP OPOwq WOW ken MOM IwaAMMr�wKRMiPOMMI ABOViwMICIII PWM. SIMOTRIPVI iTtgretewg10.14101 uMYlwr11t Republic Parkin Lot Copyright 0 1998 ADAMA Engineering„ Inc. Page 8of 10 License number M•US•0140 • 1■1SEW -- Mechanically Stabilized Er'")Waiis , Republic Parking Lot i . Pteeent thtetrmle Wed Apt I: 1' Aa AN 2000 C VItSEw Vetuan I PftepotAlt Patittly fte obhr 11110: 111.N Iwt, IMO I.r11119r " wtI IM IIMltrl. w, IYYr t.Ir ltYtlr,... I .II1Mr1..II,rr11r /....I, WIN /wr1 Wr/. w. 111t 'I',w,rrllrl..rllwr,wr1,Mr,.s .I.WrI..r1I1Ilr 1.«re,S ..,wl. RESULTS for STRENGTH # Gcogrid Tavailablc Tmax Tmd Elevation f lb /flj 1lb /1tl (lb /111 Ini 1 0.67 2 1.33 3 2.00 3,33 5 4.67 6 6.00 7 7.33 8 8.67 9 10.00 10 11.33 11 12.67 12 14.00 13 15.33 14 16.67 15 18.00 16 19.33 17 20.67 4 2858 2858 2858 2858 2858 2188 2188 2188 2188 2188 2188 1334 1334 1334 1334 1334 2188 908.62 341.75 582.62 331.85 843.65 321.80 1065.54 301.85 996.18 281.75 923.57 261.80 858.01 241,85 788.96 221.75 717.47 201.79 651.51 181.84 582.87 161.74 512,59 141.79 446.34 121.84 378,24 101.74 310.21 81,79 246,87 61,84 253,40 41.74 RESULTS for PULLOUT Specified Actual Specified Actual minimum calculated !minimum calculated Fs- overall Fs- overall Fs- overall Fs- overal1 static static seismic seismic N/A 3,146 N/A N/A 4,906 N/A N/A 3.388 N/A N/A 2,682 N/A N/A 2,869 N/A N/A 2,369 N/A N/A 2,550 N/A N/A 2,773 N/A N/A 3.049 N/A N/A 3.358 N/A N/A 3.753 N/A N/A 2.602 N/A N/A 2.988 N/A N/A 3.526 N/A N/A 4.299 N/A N/A 5,402 N/A N/A 8.633 N/A 2.736 3.999 2.941 2.410 2.579 2,147 2,312 2.515 2.765 3.047 3,408 2,355 2,708 3.200 3.909 4.934 8,144 # Gcogrid Elevation (fI1 Coverage Tmnx Ratio (Ib /ltj Tmd Lo La Avnll.Stntic Specified (Ib /11( (!t( IN Pullout, Pr Static (lb /ft( Fs Actual Avail,Scistu, Static Pullout, Pr (1b /ft( Fs Specified Actual Seismic Seismic Fs Fs 1 0.67 1.000 909 342 12.63 0.37 29637.1 N/A 2 1.33 1.000 583 332 12.26 0.74 27959.6 N/A 3 2,00 1.000 844 322 11.89 1.11 26304.1 N/A 4 3.33 1.000 1066 302 11.15 1.85 23171.7 N/A 5 4.67 1.000 996 282 10,41 2,59 20215.7 N/A 6 6.00 1,000 924 262 9,67 3,33 17485.3 N/A 7 7.33 1.000 858 242 8.94 4,06 14943,3 N/A 8 8,67 1.000 789 222 8,19 4,81 12594,3 N/A 9 10.00 1.000 717 202 7,46 5154 10465,0 N/A 10 11.33 1.000 652 182 6,72 6128 8534,4 N/A 11 12.67 1.000 583 162 5.98 7.02 6788.4 N/A 12 14.00 1.000 513 142 5.24 7.76 5255.6 N/A 13 15.33 1.000 446 122 4.50 8,50 3914.1 N/A 14 16.67 1.000 378 102 3.76 9,24 2767.4 N/A 15 18,00 1.000 310 82 3.02 9.98 1827.0 N/A 16 19.33 1.000 247 62 2.29 10.71 1098.6 N/A 17 20.67 1.000 253 42 1.54 11.46 552.4 N/A 32.618 47.989 31.179 21.746 20,293 18,932 17.416 15,963 111.586 13,099 11.647 10.253 8.769 7.316 5.890 4.450 2.180 23709.7 22367.7 21043,3 18537.3 16172,5 13988.3 11954.6 10075,5 8372,0 6827.5 5430.7 4204.5 3131,3 2213.9 1461.6 878.9 441.9 N/A 18.962 N/A 24,460 N/A 18.056 N/A 13,557 N/A 12.655 N/A 11.801 N/A 10.869 N/A 9,969 N/A 9.107 N/A 8,193 N/A 7,293 N/A 6,425 N/A 5,511 N/A 4.612 N/A 3.729 N/A 2,847 N/A 1.497 MOM Wit WWI60411,t041. NIMFOOM1 / Wet 1.011)largI..rt1Ipp,t foe U MpplIwl wtlll* W11nwUAPV Irw1ilGatM ,IritYiYI.rrtJ1tAM Neel 1 haret1...1tIgni rw11.111ari0~11 iarIV1..I0 ftMiMt..II l t tgMi..111111WWtrarMarW4401710M 0~11 Republic Purging Lot Page 9 of 10 Copyright 0 1998 ADAMA Engineering. Inc. license number M.US.0140 1 1 t K4SEW -- Mechanically Stabilized E; Walls 5 Republic Parking Lot • Newt'. haiePTun , Wed Apr 12 1* .16r4k 2000 C Venom 1 I \Republic pmlmplkepubllc 1122 02 111:N rw l l Ytr rw,1 wrhoer l I Y`1r 1-r 1 I WO* ors I I Mr Wr I...11 Mr.1-r. 11 Wr,.r l,Wr..r,1, .0W Oho. 11.1„ +,rrr, l YIIr' 1-r r 1 Yrr /-r 1 i Y,N....I OM* ......11111.0 1.r, I Wr,,.r 11 YYr I.r.1 RESULTS for CONNECTION (static conditions) 5 Geognd Connection Reduction Reduction Elevation force, To factor for factor for In) (lb/f11 connection connection break, pullout, CRu CRs Available connection strength, Tc•bteak criterion (fb/f11 Available , Available connection Geogrid strength, strength, Tc•putlout 1availabte criterion (Ri/ft1 (lb/111 Fs.overall connection break Specified Actual Fs.overall connection pullout Specified Actual Fs.overall Geogrid strength Specified Actual 1 0.67 2 1,33 3 2.00 4 3,33 5 4,67 6 6.00 7 7.33 8 8,67 9 10,00 10 11.33 11 12,67 12 14,00 13 15.33 14 16,67 15 18.00 16 19,33 17 20.67 909 583 844 1066 996 924 858 789 717 652 513 446 378 310 247 253 0,90 0,90 0.90 0,90 0,90 0.90 0.90 0,90 0.90 0,90 0.90 0.90 0.90 0,90 0.90 0.90 0.90 0.90 0,90 0.90 0,90 0.90 0.90 0.90 0.90 0,81 0.72 0.63 0.54 0.45 0.36 0.27 0.18 0.09 1712 1712 1712 1712 1712 1430 1430 1430 1430 1430 1430 840 840 840 840 1430 6780 6780 6780 6780 6780 5665 5665 5663 5098 4533 3964 1985 1655 9933 663 565 RESULTS for CONNECTION (seismic conditions) 2858 2858 2858 2858 2858 2188 2188 2188 2188 2188 2188 1334 1334 1334 1334 1334 2188 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.88 2,94 2.03 .61 .72 .55 67 .81 .99 2.20 2.45 1.64 1.88 2,22 2.71 3.40 5.65 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 7,46 N/A 11,64 N/A 8,04 N/A 6.36 N/A 6.81 N/A 6.13 N/A 6.60 N/A 7.18 N/A 7,11 N/A 6.96 N/A 6.80 N/A 3.87 N/A 3.71 N/A 3,50 N/A 3.20 N/A 2.68 N/A 2,23 N/A 3,15 4,91 3,39 2.68 2,87 2.37 2,55 2,77 3.05 3.36 3,75 2,60 2,99 3.53 4,30 5,40 8.63 0 Geogrid Connection Reduction Reduction Available Available Available Elevation lace, To factor for factor lot connection connection Geogrid lhl 111 connection connection strength, strength, strength, break, pullout, Tc.break Taputloul Tevaiaable CRu CRs criterion criterion (lb/11) loll RAI) Fs.overall connection break Fsrovorall connection pullout Specified Actual Specified Actual Fs.overall &egad strength Specified Actual 1 0.67 1250 2 1.33 2.00 4 3,33 1367 5 4.67 1278 6 6.00 1185 7 7.33 1100 8 9 10.00 91 19 10 11.33 833 11 12.67 745 12 14.00 654 13 15.33 568 14 16,67 480 15 18.00 392 16 19.33 309 17 20.67 295 0.90 0.90 0.90 0.90 0,90 0,90 0.90 0.90 0.90 0,90 0.90 0.90 0.90 0.90 0.90 0.90 0,90 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.65 0.58 0.50 0.43 0.36 0,29 0.21 0,14 0.07 1712 1712 1712 1712 1712 1430 1430 1430 1430 1430 840° 840 840 840 840 1430 5424 5424 5424 5424 5424 4532 4532 4531 4079 3626 3171 1588 1324 1058 530 452 2858 2858 2858 2858 2858 2188 2188 2188 2188 2188 2188 1334 1334 1334 1334 1334 2188 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.65 2,42 1.77 1.45 1.55 1.40 1.51 1.64 1.80 1.99 2.22 1.48 1.71 2.02 2.46 3.11 5.31 NA N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 4.34 N/A 5,93 N/A 4.65 N/A 3,97 N/A 4.24 N/A 3.82 N/A 4,12 N/A 4.48 N/A 4,44 N/A 4.35 N/A 4.26 N/A 2.43 N/A 2,33 N/A 2,20 N/A 2,03 N/A 1.72 N/A 1,53 N/A 2,74 4,00 2.94 2.41 2.58 2,15 2,31 2,51 2,77 3.05 3,41 2.36 2,71 3.20 3.91 4,93 8,14 •.R ham IOW IS Now J : 1w01 Republic Parking Lot Copyright 0 1995 AAAMA Engineering. inc. I.wr.11NP1Y1 ,_I, IS WOW woo _w,.mi IIIR/ Now l 111111Y/ cow 1WW Iwo. I Wp'h1.r 11 y$W1o1.Y11 •• 1 Page l0 of 10 License number M.US•0140 r NISEW -- Mechanically Stabilized Ea. hte*ent ()mentor Wed Apt 12 1' do 01 2000 ...,,. NM* 116.0. i YlI.11w I I Wt. good. I M. /....11 MI11.11..1■ l IW.11.r. Wails Republic Parking Lot C UISGW Vetwn I ltRepubbc harking( kepuhhe.1122 03 PM s,. Y,, ww... r. ,w....YI.Wa,.w.lUlb,...1.Y*W',. ..,lIf *4.w..W.,... new I... .• or/he .1u.,.W.,..., WNW O.. Yn/...w.i. w•r..... W *,Mw. Republic Parking Lot PROJECT IDENTIFICATION Title: Republic Parking Lot Project Number: 7704. 001.01 Client: Pcrtect Engineering Designer: AES Station Number: Special Case <22' ( pv4 L ,q, Description: ,q) Simple vertical wall, Wall height II 221/Phi of till reinforced backfil 1.32 degrees, 4' water at base of wall/ A/0 ,T,,,o 4-.44.46 j zt $4. Company's information: Nam GcoEn inccrs, Inc. Street: 8410 134th Ave NE Redmond, WA 98052 Telephone #: 425.861.6000 Fax #: 425.861.6050 E -Mail: Original file path and name: C :IMSEW Version 1.1%epublic Pnrking\Republic,1-122,03. 13EN Original date and time of creating this file: 4/11/2000 PROORAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material, aW- Tomo Republic Parsing Lot Copyright 0 1998 ADAMA Engineering. Inc. wow II NSW %PM IMO IMP IIOW 1111. SIP/ Now 119.1 11 11..,,1 011, 1111., IPw,..le 94s 1111.. .o..$ Page 1 of 10 License number M•US•0140 MSEW -- Mechanically Stabilized E;" ' Wails Republic Parking Lot • Pt0en1 tWtrane. Wed Apt 121149.01 2000 C 1.■1StW Ve►sxm I.ItRepuldie Puking.' Republic 1122 03 KIN /Y.�1111�Ir /w11 Yf/v /wIIII��iw111111* * 11111�Iwrl1lam- /w111N.11.r 11 Mr tI. 111. 11//. rl1 0.111*0..-111tl1r/Sww1fI1110'Iww11 W *.w 11111/.6.11W*/.r "WIN .- /I WIN. /.r11 WV, /wr". 0■.1.1, INNIlw1 MYr /w 11 SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, 4, RETAINED SOIL Unit weight, y Design value of intenal angle of friction, 4, 130.0 lb /R' 32.0 130.0 lb /R' 32.0 FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight,y eq, . 130,0 lb/ft Equivalent internal angle of friction. 4,, 38.0 ° Equivalent cohesion, 0.0 Ib/112 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 15. Othenvise, eq. 38 Is utilized) Inclination of internal slip plane, yr to 61.00° (see Fig. 28 in DEMO 82), Ka (external stability) ni 0.3073 (U batter is less than 10 °, Ka is calculated) from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc a 61.35 N y g, 78.02 SEISMICITY Maximum ground acceleration coefficient a ° ' 0.15 Kac (m„> 0) a 0.4368 coefficient, (a,, a 0) mg 0.3073 s Knc s 0.1295 (ice cq, 37 In DEMO 82) Seismic soil•geogrid friction coefficient, F* is 80.0% of its specified static value, r metiMHOettior w11lilitort. tsepet.stwortwwitworfwoo 1111P, ••• 1OW/0 ~ 4100Wemilf/ pfiww( I( IAMIw• wieti.9 11111p' eow p11iiiimIr.•il101, 1gI01111.11/ wuU( 4WIrwwUMlnilowr1111pwp mast*11gw!.11 Republic Perking Lot Page 2 of W Copyright 0 1998 ADAMA Engineering. Inc. License number M•US.0140 MSI W -- Mechanically Stabilized Ea Walls ( Republic Parking Lot Pte etu DMlefflme Wed Apt 121 % 441 2000 C 1:11 NEW Version 1 likepubbc pabnp Republic 1122 n+ 141:14 t..rl.Yll.' 1.w•1 Wrl••-II Wo 1..W 11SMV 1..II W/W1..r11 W -I.rI iM*.*.r. e,Yf/- /.r11Ywr /•r 1111.*•••11S*t I ova I1M*tI.r 11 IN* I-rllN-i. .II W- /n.rIIinhI..r I. W-•rr11Y'IS 1• ✓II W ►.wr.lw-,r 11 Wr /.wIi INPUT DATA: Ceogrids (Analysis) DATA Gcogrid Gcogrid Gcogrid Gcogrid Gcogrid Tull 11b/Aj Durability reduction factor, RN lnstnllation•damagc reduction factor, RFid Creep reduction factor, RFc Fs- overall for strength Coverage ratio, Re 1697.0 629.1.0 7533.0 1.0 1.0 LO 1,05 LO5 1,05 2.64 2.71 2.51 N/A N/A N/A N/A N/A L000 1.00 LO() Friction angle along gcogrid•soil interface. p 26.56 26.56 26.56 Pullout resistance factor, F. 0.8.tan41 0.8'tatt4 0.8'tnn4, N/A N/A Scale-effect correction factor, et 0.8 0.8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K /Ka 0.0 1.0 Oft 1.00 3.3 A 1.00 616 A 1.00 9,81t 1.00 13.1 1.00 16.•1 A 1.00 19.7 A 1.00 2,0 K / Ka 3.0 0 Z IA)G.c II 9.; 16. 26. 32.8 IIMINIMMONS 1w1►fildir090g14 I NOR MenI. wiiNwe lwlliiPMOMP 17MRt.w1u10N+0,01TiwF irlwwl+ wi IOW SON OIlap1« wll61001 4. 11 11io0 awltiAAI WOWIVrt.. wuW1411~ 1IMa,.«. 11010 1~uOIRV./,.ilWWt..111a1Wa,w11 Republic Parking Lot Page 3 of 10 Copyright 0 1998 ADAMA Engineering. Inc. License number M•US -0140 MSEW -- Mccltanicallp Stabilized Ea Walls Republic Parking Lot ', test »t batetfine: Wed Apt 1: $ 40.01 1000 r ¶M::G1,11' VeMtrnl 1 I∎keptiI tic l'atknig ketnlbbc 112: nt I11.t4 /w1i 1111 / w11YVe,.. di etI 0l*, w11Nl' 1/.. w111111* Iw1111~ 1w1/ YIIr, 1.M i1 Mr1w11W r/w 11LLY1 1w11 ,J11w11w11w111111.1w111NhV1w I111r11w. 1 W1'1w1. ~ .r.1UIr,w 11 Wr/w110.11,..,.'1r„•,.. -11 INPUT DATA: Facia and Connection (Analysis) FACIA type: Facing enabling frictional connection of reinforcement (c.g.. modular concrete blocks, gabions) Depth/height of block is 1,0/0,7 ft. Horizontal distance to Center of Gravity of block is 0.5 ft. Average unit weight of block is yr = 75.0 lb/ft ' Z / Hd To- static / Tmax or To-seismic / Tmd 0,00 0,25 0,50 0.75 1.00 1,00 1.00 1.00 1.00 1.00 Z /Hd 0.00 0,25 0,50 0,73 1.00 tin) of wan 1.00 0,90 0,811 To-static / Tmax or To-seismic / Tmd 0,70 0,60 0,50 Geogrid+Type 1#11 Oeogrid Type #2 Gcogrid Type #3 Gcogrid Type #4 Gcogrid Type #5 CCRR CCRR 11 u a u cr C 1000.0 0.90 2000.0 0.90 1000.0 0.90 1000.0 0.90 2000.0 0.90 2000.0 0.90 N/A N/A Geogrid Type �1 Geogrid'1'�'pe #2 Ocogrid Type #3 Gcogrid T�7�c #d Oeogrid Tvpc #5 0.0 0.00 0.0 0.00 0,0 0100 Rs Rs 1000.0 0.90 1000.0 0.90 1000.0 0.90 N/A N/A (') a = Confining stress in between stacked blocks (lb /it �) 17) CRu = Tult•c / Tutt 01 CRs = Tpo•c / Tult In seismic analysis, Tc- pullout is reduced to 80% of its static value, D A TA (for connection only) Type #1 Type #2 Typo #3 Typo #4 Type #5 Durability reduction factor, RFd 1.50 Creep ruction factor, RFc 2.64 Overall factor of safety: connection break, Fs N/A Overall factor of safety: connection pullout, Fs N/A 1.50 1,50 N/A N/A 2,64 2.64 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A ONO Republic Pail h% Lot Copyright 0 1998 ADAMA Engineering. Inc. IMO 1.1.1 IOW •n111/fW .w.1 1,w woo ,Mt ,...1 a,. NOW Page a of 10 License number M•US•0140 L r. i A'ISEW •- Mechanically Stabilized Ears 1 I alts Republic Parking Lot Present DateInt.t Wed Apt 12 1' A402 2000 t' A1St 11' 1'ehum 1 t'Ikeputdu Patktnrkelmb6c 1122 In nI;N ..r.. M1i. *I...,l iS**t ir11YMIYi�`y •,t*i /SY.1IY11 *1.rr.flrY IS. II1Yi•..Wr1Yf.Y.�./IIY*1Y.�.w11 Y�*t.* IIw�... IIfM'.wllM t$.y11wrl. U./Wt .r11 YO�4.. 01W*$.... 11WW 1.r18Wr.....1,W *I..s111M...r.1 INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height. Hd 22.0(1 (1tJ { Embedded depth is E = 2.00 ft, and height above top of finished bottom grade is H = 20.00 ft } Batter. ci 0.0 [deg) Eackslope, (i 0.0 (deg] Eackslopc rise 0.0 fij Broken back equivalent angle, l = 0,00° (sec Fig, 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0,0 (ib /fi 21 OTHER EXTERNAL LOADS) 1St J Strip Load, Qv.d = 300,0 and QvI = 0,0 (ib /fi 9 Footing u1dtlt. b =15.0 (ftl, Distance of center of footing from wall face, d = 9,5 iftl (m, depth of 0.0 in) below soil surface. ANALYZED REINFORCEMENT LAYOUT: S11 SCALE: 02468 }0(ft) �- ems WII,w. I Iw.r . .w. 1 .4.101 . l.wi ■••• iMP'H+.RU OPP, IIOW •..I 1 .w Republic Parking Lot Copyright 0 1998 ADAMA Engineering. Inc. IMO .w l,PF!'I.w• iWNW /.wII IOW .- _*J_ I jWSW Page 5 of 10 License number M.US•0140 t 1SEW -• Mechanically Stabilized E 't Walls Republic Parking Lot hetent brueiune Wed Apt 12 1' 4902 2000 C Mt.t:W Verson 1,111trinbbc Parking \ Reptiblis 1122 01 itch ••■ WO* ova. "IOW .. r„ Y1r.. w"Yfr.. r1.IN.►.••-I,Y•1YIri.W-.wr,.YS- Cobol wr1..-,Iw* Ow„Iw.*I e.I1111•.w.. MY* 1r.,W4,11w.,w . two $ W- .....,w1-•••∎• trrr.w.. wr,.... r I MY* ..r.,s..• ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity_ Fs= 17.02, _Foundation interface_ Direct sliding. Fs = 3.050. Eccentricity. c/L = 0.0954 GEOGRID t: Elevation Leng,hType Inl In CONNECTION Fs- overall Fs-overall Fs- ovcrall !pullout !connection (gcogrid resistance! break] strength] 1 3 4 5 Ci 7 8 9 10 11 12 13 14 15 16 17 0.67 1.33 2,00 3,33 4.67 6,00 7,33 8.67 10.00 11,33 12,67 14,00 15.33 16.67 18.00 19.33 20,67 16.00 3 16.00 3 16.00 3 16.00 3 16.00 3 16,00 2 16.00 2 16.00 2 16.00 2 16.00 2 16.00 2 16.00 1 16.00 1 16.00 1 16.00 1 16.00 1 16.00 2 7,46 11,64 8.04 6,36 6.81 6,13 6,60 7,18 7,11 6.96 6.80 3.87 3.71 3,50 3.20 2.68 2.23 1.88 2.94 2.03 1.61 1.72 1,55 1.67 1.81 1.99 2,20 2,45 1.64 1.88 2.22 2.71 3.40 5,65 3.15 4,91 3,39 2.68 2.87 2.37 2.55 2.77 3.05 3.36 3.75 2.60 2.99 3.53 4.30 5.40 8.63 Gcogrid strength Fs 3,146 4.906 3.388 2.682 2.869 2.369 2.550 2.773 3,049 3,358 3.753 2,602 2.988 3.526 4.299 5.402 8,633 ANALYSIS: CALCULATED FACTORS (Seismic conditions) 1 ill OEOGRID Elevation Length Type 1 11 CONNECTION Ps-overall Fs-overall Ps- ovcrall (pullout (connection (gcogrid resistance] break) strength! Pullout Direct Eccentricity resistance sliding c/L Fs Fs 40.381 59.751 39.059 27,592 26.137 24.799 23.275 21.820 20.466 18,945 17.490 16,120 14.629 13.172 1 1,739 10,294 6,423 2,517 0,0894 2.598 0.0837 2.684 0,0781 2,875 0.0675 3,096 0.0573 3,350 0,0480 3,648 0,0392 4.006 0.0309 4.434 0.0233 4,961 0,0161 5,628 0.0094 6.484 0.0031 7.630 - 0.0031 9.255 - 0.0093 11,700 - 0,0161 15,935 - 0.0244 26,421 - 0,0369 Gcogrid Pullout Direct Eccentricity strength resistance sliding e/L Fs Fs Fs 1 2 3 4 5 6 7 8 9 11 12 14 15 16 17 0.67 1,33 2.00 3.33 4.67 6.00 7,33 8.67 10.00 11,33 12.67 14.00 15.33 16.67 18.00 19.33 20.67 16.00 3 16.00 3 16.00 3 16.00 3 16.00 3 16,00 2 16.00 2 16.00 2 16.00 2 16,00 2 16.00 2 16,00 1 16.00 1 16.00 1 16.00 1 16.00 2 4.48 6.19 4.80 4.05 4.32 3.88 4,17 4,51 4.44 4.32 4.20 2.37 2.24 2.08 1.86 1.52 1.33 1.67 2.78 2.779 24,270 .401 01001 2.47 4.09 4.085 31.777 .448 0.1874 1.80 2.98 2,984 23.323 .498 0.1749 1.46 2.43 2,434 17,579 .609 0,1512 1,56 2.60 2.601 16,606 .739 0,1290 1.4) 2.16 2.160 15.694 ,890 0,1085 1,51 2.32 2.323 14,687 2,068 0,0895 1.64 2.52 2,522 13.711 2,285 0.0720 1.80 2.77 2.766 12.786 2.549 0,0561 1,98 3,04 3.039 11,775 2,880 0.0416 2.21 3.39 3,387 10.792 3,309 0,0284 1.47 2.33 2,329 9.848 3,877 0.0167 1.68 2.66 2.662 8.842 4,668 0.0060 1.97 3.12 3.120 7.841 5.854 - 0.0038 2.37 3.77 3.766 6,836 7.774 10.0132 2,94 4.67 4.673 5.832 11.436 .0.0233 4.99 7,67 7.668 3.820 21.540 - 0.0367 1111101 IOW woo •1110 Republic Parking Lot Copyright 0 1998 ADAMA Engineering. Inc. i 0.0.0 Iw11. 41RV I....11 4iary1,111011 limy 11111,.111 1...i1IIMfg I, 0.• VI1Y1.■•■1iyam►' 11... I INP'In1111 /ley 1.11x1111 VO*0.01014 Licens Page 6 of 10 number ■•US•0140 ■1SEW -- Mechanically Stabilized Ea�'"�Walls ''"\ Republic Parking Lot Ptllent nettling Wed Apt 12 I' 49,02 2000 i C t111iCW Venom 1.Ikkepublie l'atkni Repubk 1122 01 I1CN . ..M..Yf- .....11MM.......w.1..... 1. w+t..ri1 wr.. -.• w+ r.../....Jrtµ.lIw*/....I;wrfw.i I wrt... 11w• *S1 111....••. 1$ wr 0.6.1.101.1V 0....1 VV* ..r/ 1 wr..r.i i BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS Ultimate bearing capacity, q -ult 65662 46501 11b /11 2 Mcycrliofstress, c, 3555.75 5449 Jlb /l121 Eccentricity, c 1,53 3.42 eft) Eccentricity, c/L 0.095 0,213 Fs calculated 17,02 8.53 Base length 16.00 16.00 (!1] SCALE: 02468101(11 A}FII1MnwwU101111.Mn11101Nt w.el$1 0.M1.0■4111011/0.001111111WINewilWIR/Peo01{0111111/1.1., WIPP 1..M.111iM1w.,11,1>A1....11 WOW owe 11 MP/ woo II M1{M...wII;pq'1.w111M1M 1.....I WO ton* MOM how MOM 1.em ..1..{M1..M1. M11W1.4...1 Ropublic Parking Lot Page 7 of 10 Copyright 0 1995 ADANA Engineering, Inc, License number M..US•0140 w MSEW -- Mechanically Stabilized Ery Walls Republic Parking Lot Preen! bate/um: Wtd Apt 12 1 44.02 2000 C 1MSI W Venom I I' Reptd4ic Parbtey P p,,b6t 1122 of IICN w•.wti ..sJJ tt.w„ S*e,w _ V ,...,.W...w* I wv.,.r. , i Mve I.r, , s*** 1.. • 1 i Yri /..-,. W *,.w,,W.• • *WV ...w., „ W*/wr. WS...i„ WV* tom. w.,.r�•* •.r,. R DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced mtd foundation soils interface: Fs- static = 3.(150 and Fs- seismic = 1.696 0 Gcogrid Gcogrid Fs Fs Gcogrid Elevation Length Static Seismic Type 11 Iftl (11 1 0.67 16,00 2.517 1,401 3 2 1.33 16.00 2,598 1.44$ 3 3 2,00 16.00 2,684 1.498 3 4 3,33 16,00 2,875 1,609 3 5 4,67 16.00 3.096 1.739 3 6 6.00 16.00 3,350 1,890 2 7 7.33 16,00 3,648 2,068 2 8 8.67 16.00 4,006 2.285 2 9 10.00 16,00 4,434 2,549 2 10 11.33 16.00 4.961 2.880 2 11 12.67 16,00 5.628 3,309 2 12 14.00 16,00 6,484 3.877 1 13 15.33 16.00 7.630 4.668 1 14 16.67 16.00 9.255 5.854 15 18.00 16.00 11,700 7.774 16 19.33 16.00 15.935 11.436 17 20,67 16,00 26.421 21,540 2 1 1 1 ECCENTRICITY for GIVEN LAYOUT Along reinforced and foundation soils interfnce: c/L static= 0.0954 and c/L seismic = 0.2135 N Ocogrid Gcogrid Elevation Length I1'l h o/L o/L Stntic Seismic TYPe ri# 1 0,67 2 1.33 3 2.00 4 3.33 5 4.67 6 6,00 7 7,33 8 8,67 9 10.00 10 11.33 11 12,67 12 14.00 13 15.33 14 16.67 15 18.00 16 19.33 17 20.67 16,00 0.0894 0,2001 3 16.00 0.0837 0.1874 3 16,00 0.0781 0,1749 3 16.00 0.0675 0,1512 3 16.00 0,0573 0,1290 3 16,00 0,0480 0,1085 2 16.00 0.0392 0,0895 2 16,00 0,0309 0,0720 2 16.00 0,0233 0,0561 2 16,00 0,0161 0,0416 2 16.00 0.0094 0,0284 2 16,00 0.0031 0.0167 1 16.00 - 0.0031 0,0060 1 16.00 - 0.0093 - 0.0038 1 16.00 - 0.0161 - 0.0132 1 16,00 - 0.0244 - 0.0233 1 16.00 - 0.0369 - 0.0367 2 604044 JM'41.1■14 WPC MwU WOW We NON El WMformlJ wipe 1ww(5M4MfiwwlJwoe pm.; tl w •••,111^Whowt1140....11 Wlfi..41Ti ar *apt 1..0 hint IOW 1....1A WY low u MR'i.+wu WWWYwuMP/ .r., Republic Parking Lot Copyright 0 1998 ADAMA Engineering, lnc, Page 8 of 10 License number M.US -0140 f r MSEW -• Mechanically Stabilizcd Ea Walls RCpubiiC Pilrl :I11�; LUI I Present bat ttime Wed A 12 11 49 02 2000 , +• . M C∎ 1.411' Venom LI.ke * I. 1 atlln� kelnlbtw.lwe. Ot *t w1.W'rIw„LLllrrwi,Wr /..r1,Yyr,w 1, 11Wrr.w„Wrrw irw,rYrr /w,1YMrrwll Wr/ wll Y, rrrwl, lef' rr.. r.,!•. Wwrw. �wrr or- . 1wr• w, it .�rrw,lw.'r.w.Ow+r..r„r►r..... �.wr•..,r �. ore* •....... RESULTS for STRENGTH Gcogrid Tavaiiablc Tutu Tmd Elevation (lb /ft jlb/(1] (1b /11J (I] Specified minimum Ps- ovcrall static Actual Specified Actual calculated minimum calculated Fs- overall Fs- overall Ps- overall static scistnic seismic 1 0.67 2 1.33 3 2.00 4 3,33 5 4.67 6 6.00 7 7,33 8 8.67 9 10.00 10 11.33 11 12.67 12 14.00 13 15.33 14 16.67 15 18.00 16 19.33 17 20.67 2858 2858 2858 2858 2858 2188 2188 2188 2188 2188 1334 1334 1334 1334 1334 2188 908,62 582.62 843.65 1065.54 996,18 923,57 858.01 788.96 717,47 651.51 582,87 512.59 446,34 378,24 310.21 246.87 253.40 RESULTS for PULLOUT 300,84 293.79 286.64 272.45 258,16 243.96 229,77 215.48 201,29 187.09 172,80 158.61 144,41 130,12 115.93 101.74 87,44 N/A N/A N/A N/A N/A NIA N/A N/A N/A N/A N/A N/A N/A N/A 3.146 4.906 3.388 2.682 2.869 2,369 2.550 2,773 3,049 3.358 3.753 2.602 2.988 3.526 4.299 5.402 8.633 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A # ©cogrid Coverage Tmnx Tmd Le La Avall,Stntic Specified Elevation Ratio (lb /nJ (16/11) IR) IR1 Pulloin, Pr Stoic 1 0.67 2 1.33 3 2.00 4 3.33 S 4.67 6 6.00 7 7.33 8 8,67 9 10.00 10 11.33 11 12.67 12 14.00 13 15,33 14 16.67 15 18.00 16 19.33 17 20,67 1.000 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 909 583 844 1066 924 858 789 717 652 583 446 378 310 247 253 301 287 272 258 244 230 215 201 187 173 44 130 116 872 5.63 5.26 4.89 4.15 3.41 2.67 1.94 1,19 0,46 9.72 8.98 8.24 7.50 6,76 6,02 5.29 4.54 0.37 0.74 1,11 1.85 2,59 3.33 4.06 4.81 5.54 6,28 7.02 7,76 8,50 9,24 9.98 10.71 11.46 36691,2 34812,3 32952,4 29400.3 26037.4 22903.7 1 9970.4 17215.4 14683,8 12343,0 10194.3 8262,8 6529.5 4982.3 3641.5 2541.3 1627.6 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.779 4.085 2.984 2,434 2.601 2.160 2,323 2.522 2,766 3,039 3.387 2.329 2.662 3,120 3.766 4.673 7.668 Actual Avail,Scism. Specified Actual Static Pullout, Pr Seismic Seismic Fs (Ib /ftJ Fs Fs 40.381 59.751 39.059 27.592 26.137 24,799 23,275 21,820 20.466 18.945 17,490 16,120 14,629 13,172 1 1,739 10.294 6.423 29353.0 27849.8 26361,9 23520.3 20829.9 18323.0 15976,3 1 3772.3 11747,1 9874.4 8155,4 6610.2 5223,6 3985,8 2913.2 2033.1 1302,1 N/A 24.270 N/A 31,777 N/A 23,323 N/A 17,579 N/A 16,606 N/A 15,694 N/A 14,687 N /AA 12.786 N/A 11,775 N/A 10,792 N/A 9.848 N/A 8,842 N/A 7,841 N/A 6.836 N/A 5.832 N/A 3.820 ir.wUllgpFfrar!,1 i�l�,ri /1AVrrw• AWN, �,. r/ lUp'/. r. y1I41R Wi. rrr il/ q!' rr�wl/ INPVI.. 0115AYlr••• /III11W/nwrll100.rrw.# 4"P" -rr!!Y .11....t /Y/M rrwwll gYrw�ily+WywR1 /1gWlsr+r11 lairet rwlly{y /wrll IMIWI..wll MM!✓. !! Republic Parking Lot Copyright 0 1998 ADAMA Engineering, Inc. PAge 9 of 10 License number 4.US•0140 MSEW -- Mechanically Stabilized Ea —.Walls "`` Republic Parking Lot Ptesent fhle'Ttrne. Wed Apt 12 1'19.02 2000 C t1tSEW %'etsienl 1 14te1mb$w Puktn,tkepuldlt 112101 I4t:N Wei low. 11 fl*1w11Wr1.w 11Wr /w,IM1111' Iw11 Wr /...1111VW,w /1Yft1..-14 MOIw111111M'..r 11 St*Iw11Wl1'1w11W- 'lwl1W+I.w, 1 Wv I oar , W+,w 1 I M•r ram l, *Mt tool, S I..- 11 WM1 /wl1 whir,wl, RESULTS for CONNECTION (static conditions) 0 Geogrid Connection Elevation force, To ift) (lb/f1) Reduction Reduction factor for factor for connection connection break, pullout, CRu CRs Available Available Available Fs- overall Ps- overall Fs- overall connection connection Geogrid connection connection Geogrid strength, strength, strength, break pullout strength 1c-break Tc•puttout tavaitable criterion criterion (lb/ft] Specified Actual Specified Actual Specified Actual (1b/f1) (Mitt) 1 0,67 909 0.90 0.90 712 6780 2858 N/A 1.88 N/A 7.46 N/A 3.15 2 1.33 583 0,90 0.90 712 6780 2858 N/A 2,94 N/A 11,64 N/A 4,91 3 2,00 844 0,90 0.90 712 6780 2858 N/A 2.03 N/A 8.04 N/A 3.39 4 3.33 1066 0.90 0,90 712 6780 2858 N/A 1,61 N/A 6,36 N/A 2.68 5 4.67 996 0.90 0,90 712 6780 2858 N/A 1.72 N/A 6.81 N/A 2.87 6 6,00 924 0,90 0,90 430 5665 2188 N/A 1.55 N/A 6.13 N/A 2,37 7 7.33 858 0.90 0.90 430 5665 2188 N/A 1,67 N/A 6.60 N/A 2,55 8 8,67 789 0,90 0,90 430 5663 2188 N/A 1.81 N/A 7.18 N/A 2,77 9 10.00 717 0.90 0.81 430 5098 2188 N/A 1.99 N/A 7.11 N/A 3,05 10 11.33 652 0.90 0,72 430 4533 2188 N/A 2,20 N/A 6.96 N/A 3,36 11 12,67 583 0,90 0,63 430 3964 2188 N/A 2,45 N/A 6,80 N/A 3.75 12 14.00 513 0,90 0.54 840 1985 1334 N/A 1,64 N/A 3.87 N/A 2.60 13 15.33 446 0.90 0,45 840 1655 1334 N/A 1.88 N/A 3,71 N/A 2.99 14 16.67 378 0.90 0.36 840 1323 1334 N/A 2,22 N/A 3.50 N/A 3.53 15 18.00 310 0,90 0.27 840 993 1334 N/A 2,71 N/A 3.20 N/A 4,30 16 19.33 247 0.90 0.18 840 663 1334 N/A 3.40 N/A 2,68 N/A 5.40 17 20.67 253 0.90 0,09 1430 565 2188 N/A 5,65 N/A 2,23 N/A 8.63 RESULTS for CONNECTION (Seismic conditions) Geopnd Connection Reduction Reduction Available Elevation loco, To futo for factor for connection (n) (b/11) connection connection strength, break, pullout, Tc =beak CRu CRs criterion (I Available Available Fs•overall Fs.overaf Fs•overall connection t3eogrid connection eonnoctan Geogrid Strength, strength, break pullout strength Tc•pulbut Tovolftlo criterion (lb/t1) Specified Actual Specified Actual Specified Actual (btf1) 1 0.67 1209 2 1.33 876 3 2.00 1130 4 3.33 1338 5 4.67 1254 6 6.00 1168 7 7.33 1088 8 8,67 1004 9 10.00 919 10 11.33 839 11 12,67 756 12 14.00 671 13 15.33 591 14 16.67 508 15 18.00 426 16 19.33 349 17 20,67 341 0.90 0,72 1712 5424 2858 N/A 1,67 N/A 4.48 N/A 2,78 0,90 0.72 1712 5424 2858 N/A 2,47 N/A 6.19 N/A 4,09 0.90 0.72 1712 5424 2858 N/A 1.80 N/A 4.80 N/A 2.98 0.90 0.72 1712 5424 2858 N/A 1,46 N/A 4.05 N/A 2.43 0.90 0,72 1712 5424 2858 N/A 1,56 N/A 4132 N/A 2,60 0,90 0.72 1430 4532 2188 N/A 1,41 N/A 3.88 N/A 2.16 0.90 0,72 1430 4532 2188 N/A 1,51 N/A 4.17 N/A 2,32 0,90 0,72 1430 4531 2188 N/A 1,64 N/A 4.51 N/A 2.52 0.90 0,65 1430 4079 2188 N/A 1.80 N/A 4.44 N/A 2,77 0,90 0,58 1430 3626 2188 N/A 1,98 N/A 4,32 N/A 3,04 0.90 0,50 1430 3171 2188 N/A 2.21 N/A 4,20 N/A 3.39 0.90 0.43 840 1588 1334 N/A 1.47 N/A 2,37 N/A 2,33 0,90 0.36 840 1324 1334 N/A 1.68 N/A 2,24 N/A 2,66 0.90 0,29 840 1058 1334 N/A 1.97 N/A 2,08 N/A 3.12 0190 0.21 840 794 1334 N/A 2,37 N/A 1,86 N/A 3.77 0,90 0.14 840 530 1334 N/A 2.94 NIA 1.52 N/A 4.67 0.90 0.07 1430 452 2188 N/A 4,99 N/A 1.33 N/A 7,67 6•110 IOW 40..11 MP/Owie WIPetwwUbtiY4∎4I!111R'tw 14 111{vr..w I) 11N'lww!! lopvwwfTitiON +u 1liW1wwAma/omen Wii/w111.11i*W d..i7 laPe/wnAww I wpm lw+.l111r* 1w.11U 1lavlw.11411{W Iw• uNW1u..,!11 iw1! Page 10 of 10 License number M•13S•0140 Republic Parking Lot Copyright 0 1998 ADAMA Engineering, Inc. t. 1 ig k/A L LS A —1-77: page e. t of K �y KEYSTONE RETAINING WALL DESIGN Based on Coulomb -NCMA (modified soil interface) KeyWall Ver lb, Oct 1, 1997 ReyStone Retaining Wall Systems Project: Republic Parking Prof. No.: 7704. 001 -00 Design Parameters Soil Parameters .,t_ c sf Reinforced Fill: 32 0 Retained Fill: 32 0 Foundation Fill: 30 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Tult UX140088 3697 Tensor RFcr 2.64 Overturning: Uncertainties: Peak: 130 130 130 1.50 1.50 1.50 Methodology Date: 4/17/00 By: ASS Bearing: 1.50 Serviceabilitye0 Geogrids RFd RFid LTDS FS Tal Ci Cds 1.00 1.05 1334 1.50 889 0.90 0.95 Analysis: N- 4.33', 1' embed, Unit Type: STANDARD (21.5 in) Leveling Pad: Crushed Stone will Ht: 4.00 ft embedment: 1.00 ft Level Backfill Surcharge: LL 460 psf uniform surcharge DL -- 0 psf uniform surcharge Results: di 9li„_ ng Overturning Bearing Shear Bending Factors of Safety: 4.99 18.30 53.66 5.83 11.53 Calculated Bearing Pressure: 701 psf Eccentricity at base: -0.13 ft Reinforcing: (ft 4 1bs /ft) Layer Height Length Reinf. Tal Tension Tconn FSpo 1 2.34 7.50 UX140088 650 522 650 * 1.96 Reinforcing Quantities (no waste included)( Efficiency- 59$ ) UX1400S8: 0.83 sy /ft Wall Batter: 0.00 deg. kiet//44 4- ZA k/ Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 4- page KZ of KEYSTONE RETAINING WALL DESIGN Based on Coulomb -NCMA (modified soil interface) Methodology ReyWall Ver lb, Oct 1, 1997 ReyStone Retaining Wall Systems Project: Republic Parking Proj. No.: 7704 - 001 -00 Design Parameters Soil Parameters J c psf Y, pcf Reinforced Fill: 32 0 130 Retained Fill: 32 0 130 Foundation Fills 38 0 130 Reinforce Fill Type: Silts & and Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Date: 4/17/00 By: ARS Overturning: 1.50 Uncertainties: 1.50 Bearing: 1.50 Peak: 1.50 Serviceability00 Reinforcing Parameters: Tenser Geogrids Tult RFcr RFd RFid LTDS FS_ Tal UX140088 3697 2.64 1.00 1.05 1334 1.50 889 Analysis: H -6', 1' embed Unit Type: STANDARD (21.5 in) Leveling Pad: Crushed Stone Wall Ht: 6.00 ft embedment: 1.00 ft Level Backfill Surcharge: LL $50 psf uniform surcharge DL -- 0 psf uniform surcharge Results: 81_ i, di;,g Overturning Bearing Shear Bonding Factors of Safety: 3.71 8.82 35.32 5.21 12.71 Calculated Bearing Pressure 980 psf Eccentricity at base: 0.11 ft Reinforcing: (ft i lbs /ft) 14 191 Haight Length Reinf. _ Tel Tension Tconn FSpo 2 4.00 7.00 UX1400SB 700 342 700 * 2.25 1 2.00 7.00 UX1400SB 889 641 976 3.57 Reinforcing Quantities (no waste included)( Efficiency= 55% UX140058: 1.56 sy /ft Ci 0.90 Cda 0.95 Wall Batter: 0.00 deg. Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 t ti 1 f page of K . KEYSTONE RETAINING WALL DESIGN Based on Coulomb -NCMA (modified soil interface) Methodology KeyWall Ver lb, Oct 1, 1997 Keystone Retaining Wall Systems Project: Republic Parking Pro j . No.: 7704 - 001.00 Design Parameters Soil Parameters Reinforced Fill: 32 Retained Fill: 32 Foundation Fill: 38 psf 0 0 0 Reinforce Fill Type: Silts & sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Tult UX1400SB 3697 Overturning: Uncertainties: Peak: Tenser Geogrids RFcr RFd RFid LTDS 130 130 130 Date: 4/17/00 By: AES 1.50 1.50 Bearing: 1.50 1.50 Serviceability00 FS 2.64 1.00 1.05 1334 Analysis: 1108' Unit Type: STANDARD (21.5 in) Leveling Pad: Crushed Stone Wall Ht: 8.00 ft Level Backfill embedment: 1.00 ft Tal _ Ci Cdda 1.50 889 0.90 0.95 Wall Batter: 0.00 deg. Surcharge: LL 260 psf uniform surcharge DL -- 0 psf uniform surcharge Results: lading overturning Bearing, Shear Bending Factors of Safety: 3.08 5.65 24.36 5.41 3.31 Calculated Bearing Pressure: 1339 psf Eccentricity at base: 0.35 ft Reinforcing: (ft 6 lba /ft) Layer Height Length 3 6.00 8.00 2 3.33 7.00 1 1.33 7.00 Reinf. UX1400SB UX1400S8 UX1400SB Tal Tens Tconn EIRE 700 398 700 * 1.72 889 499 1061 4.18 889 680 1316 6.23 s 59% ) Reinforcing Quantities (no waste included)( Effici anc y UX1400SB: 2.45 ay/ft Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 page k L of K C: KEYSTONE RETAINING WALL DESIGN Based on Coulomb --NCMA (modified soil interface) Methodology KeyWall Ver lb, Oct 1, 1997 KeyStone 'Retaining Wall Systems Project: Republic Parking Pro j . No.: 7704-001-00 Design Parameters Soil Parameters -9-2E1 _y pcf Reinforced Fill: 32 0 130 Retained Fill: 32 0 130 Foundation Fill: 39 0 130 Reinforce Fill Type: Silts & and Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Date: 4/17/00 By: AES Overturning: 1.50 Uncertainties: 1.50 Bearing: 1.50 Peak: 1.50 Serviceability60 Reinforcing Parameters: Tenser Geogrids Tult RFcr 3697 2.64 UX1400SB RFd RFid LTDS FS 1.00 1.05 1334 1.50 Tal Ci Cds 889 0.90 0.95 Analysis: H -12' Unit Types STANDARD (21.5 in) Leveling Pad: Crushed Stone Wall Hts 12.00 ft embedment: 1.00 ft Level Backfill Surcharge: LL 440 psf uniform surcharge DL -- 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 2.09 2.92 11.80 4.66 5.17 Calculated Bearing Pressure: 2345 paf Eccentricity at base: 0.94 ft Reinforcing: (ft 6 lbs /ft) La er Height Length Roinf. Tal Tension Tconn FSpo 5 10.00 10.50 UX140038 700 398 700 * 1.66 4 7.33 8.00 UX1400SB 889 499 1061 2.02 3 5.33 7.00 UX1400SB 889 680 1316 2.53 2 2.67 7.00 UX140058 8B9 861 1656 5.53 1 * 0.67 7.00 UX140058 889 726 1665 F8>10 Reinforcing Quantities (no waste included)( Efficiency- 71$ ) UX1400SB: 4.39 sy /ft Wall Batter: 0.00 deg. Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 .4 4 j page 1:S" of KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver lb, Oct 1, 1997 KeyStone Retaining Wall Systems Project: Republic Parking Proj. No.: 7704 - 001 -00 Design Parameters Soil Parameters Reinforced Fill: 32 0 Retained Fill: 32 0 Foundation Fill: 38 0 Reinforce Fill Type: Silts & and Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing Parameters: Tuft UX1400SB Overturning: Uncertainties: Peak: Tenser Geogrids RFcr RFd RFid Date: 4/17/00 By: AES 1.50 1.50 Bearing: 1.50 1.50 Serviceability00 LTDS FS Tel Ci Cds 3697 2.64 1.00 1.05 1334 1.50 889 0.90 0.95 Analysis: H•16' Unit Type: STANDARD (21.5 in) Leveling Pad: Crushed Stone will Ht: 16.00 ft embedment: 1.00 ft Level Backfill Surcharge: LL 4.60 psf uniform surcharge DL -- 0 psf uniform surcharge Results: Sl, iding Overturning Bearing Shear Sending Factors of Safety: 1.77 2.52 9.60 4.65 3.78 Wall Batter: 0.00 deg. Calculated Bearing Pressure: 3396 psi Eccentricity at base: 1.60 ft Reinforcing: (ft i lbs /ft) 111121 h iQht 8 14.67 7 12.00 6 9.33 5 7.33 4 5.33 3 4.00 2 2.67 1 1.33 Reinforcing Quantities (no UX1400SB: 8.72 ay /ft Le_ th Reinf. Tal 11.50 UX1400SB 600 10.00 UX1400SB 889 9.50 UX1400SB 889 9.50 UX14008B 889 9.50 UX1400SB 889 9.50 UX1400SB 089 9.50 UX1400SB 889 9.50 UX140058 889 waste included)( Efficiency= Ten oion Tconn FSpo 347 600 * 2.17 630 976 2.14 784 1316 4.06 845 1571 6.67 826 1665 FS >10 741 1665 FS >10 812 1665 FS >10 0 1665 FS >10 89% ) Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 Jl OM page of K� KEYSTONE RETAINING WALL DESIGN Based on Rankine -w /Batter (modified soil interface) Methodology KeyWall Ver ib, Oct 1, 1997 Keystone Retaining Wall Systems Project: Republic Parking Pro j . No.: 7704001 -00 Design Parameters Soil Parameters c- - - -psf Reinforced Fill: 32 0 Retained Fill: 32 0 Foundation Fill: 38 0 Reinforce Fill Type: Silts & and Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Pullout: 1.50 Connection Reinforcing UX1400SB UX1500SB Parameters: Tult 3697 6294 Tensor RFcr 2.64 2.74 Overturning: Uncertainties: Peak: Geogrids RFd RFid 1.00 1.05 1.00 1.05 LTDS 1334 2188 Date: 4/17/00 By: AES 1.50 1.50 1.50 FS 1.50 1.50 Bearing: 1.50 5erviceabi1ity80 Tal 889 1458 Ci 0.90 0.90 Cds 0.95 0.95 Analysis: H -22' Unit Type: STANDARD (21.5 in) Leveling Pad: Crushed Stone Well Ht: 22.00 ft Level Backfill Surcharge: LL 460 psf uniform surcharge DL -- 0 Results: Sliding Overturning Factors of Safety: 1.91 2.70 Calculated Bearing Pressure: 4538 pat Eccentricity at base: 2.14 ft Reinforcing: (ft 6 lbs /ft) La er Haht Length embedment: 1.00 ft 10 20.67 14.50 7 9 18.00 , K 13.00 8 16.00 3 13.00 7 12.67Z4!, 13.00 6 10.00( 7 13.00 5 8.00 ! 13.00 4 6.00 3 13.00 3 4.00 7 3 13.00 2 2.671 L' 13.00 1 1.33 *1 Z" 13.00 Reinf. UX1400SB UX140088 UX1400SB UX1500SB UX1500S8 UX1500SB UX150058 UX150038 UX1500SB UX1500S8 Tel 600 889 889 1458 1458 1458 1458 1458 1458 1458 Reinforcing Quantities (no waste included)( Efficiency UX1500SB: 10.11 sy /ft UX1400SB; 4.50 ay /ft Wall Batter: 0.00 deg. psf uniform surcharge Searing Sheer Sending 9.40 3.02 2.32 Tension 347 536 879 1327 1281 1271 1430 1314 1131 170 88% ) Keystone Retaining Wall Systems, Inc. 4444 West 78th Street Minneapolis, MN 55435 Tconn 600 976 1231 1856 2196 2451 2706 2748 2748 2748 FSpO 1.72 1.99 3.09 5.19 9.00 FS >10 FS >10 FS >10 FS >10 FS >10 q • MSEW -- Mcchanically Stabilized Ea: Nails Rcpublic Parking Lot Resent bateMme. Wed Apt 1: 1'3602 20t* ‘S$St W VesMn I.l kc t Iihe Parking, ketml•Ifc 1lct1111001 n wrI.IIII,w It YIII.r,11 MU* twee II II1♦1,wtl MI. 1w I110I7 •....I111M*0.r11I.*Y,0wo11 It**.ww11 YYW1..11wr.wl 1 W. I ere. IW.,•r0rW1,Ara r r WON .w • I 614.• Ow" YMr Owr r w-rti Republic Parking Lot PROJECT IDENTIFICATION Title: Republic Parking Lot Project Number: 7704. 001-01 Client: Pencet Engineering Designer: AES Station Number: 13+00 (WA Cw L 4 ) Description: Tiered urn , Walt height • 6 + 7' Phi of reinforced till beck fill • 32 degrees, :s: i 1'3` +Y%...-.2s....i w.tsi.n.,i 7:11 t4a'.c ow 44-.■lr,rl,t, Company's information: Name: GcoEn sneers, Inc. Street: 8410 154th Ave NE te$) Z 1.1 P.714 Redmond, WA 98052 Telephone #: 425.8614000 Fax #: 425.861.6050 E -Mail: Original file path and name: C :\MSEW Version 1.1lRepublic Parking.Republic.Ticr1300 Original date and time of creating this filo: 4/11/2000 PROGRAM MODE: ANALYSIS of SUPERIMPOSED WALL using GEOGRID as reinforcing material. / R la {!U• Iw1, M MOW howl 00P11 11,w1! wY 1,w,111*P1ww111pR11wwt111/0wwf 1 UlUIp1d1IAIM1Lrl I WSW /wwf 111i* 1await WOW ,wli f 111R1wIU 1p11tww1! WPM pm, I f kpp0t.wf! Nmn,•40111me 1•••I1 Yp'rwl .11 _w4wI11QUIi.r.0 Page 1 of 10 License number M•US•0140 Republic Parking Lot Copyright 01998 ADAMA Engineering. lnc. ig MSEW -- Mechanicaliv Stabilized Ems Walls Republic Parking Lot • Present Deferent Wed Apt 12 1- :5002 2000 • C 1AMSIW Venue 1,1f Republic l'obnptteepubbc tret110001 HEN • ,...... Y**,. ,, -e,. “n.tef.. lM-►.u.- 11-Y..Mr4, .f.e,111.r......nm $. 11Y- t..w..44 S..$. 14 - ,..•r111 *I.r11 M*$. '4 r,.r/1Ww..y. 1 IV *4.s11M-... u...u. 1.W- iw11~..Y11W *.wl. SOIL DATA REINFORCED SOIL Unit weight. y Design value of internal angle of friction. 4) RETAINED SOIL Unit weight, y Design value of internal angle of friction. 4, 130.0 lb/11 32.0 ° 130.0 lb /11 32.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit wcight.y tow 130.0 lb /fl Equivalent internal angle of friction. 4,000, . 38.0 ° Equivalent cohesion. cam 0.01b /ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICiENTS Ka (internal stability) a 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 15. Otltcnvlsc, cq. 38 is utilized) Inclination of internal slip planc. , a 61.00° (see Fig. 28 in DEMO 82). Ka (external stability) a 0.3255 (if batter is less titan 10 °. Ka is calculated from eq. 16. Otherwise. eq. 17 is utilized) BEARING CAPACITY Bearing capacity cocmcients (calculated by MSEW): Nc - 61.35 Nye 78.02 SEISMICITY Maxitnum ground acceleration coefficient, a e a 0.15 Kam (a.> 0) - 0.5237 Kac (a° - 0) a 0.3255 A Kac - 0.1983 (see eq. 37 in DEMO 82) Seismic soil- gcogrid friction coefficient, F* is 80,0% of its specified static value. .T1 inwglwM'tw-UMll11w"1" 44114 w4 Mg49.14 woof rw+U Wet 1•061 WOW r.wRMN'HowsniPirw ers*IPW.oliVrovrw.n YFrrno YFrr.+u WO/ , two u 1iW..wul11/PrrwwuMVYlw..0 ww1....0 awe .wnMwrl..wu Wq•rw..0 pip 2ot' 10 Republic Parking 1.01 Copyright 0 1998 ADAMA Engineering, Inc. License number M US•01g0 . rr MSEW -- Mechanically Stabilized EaiYails Republic Parking Lot • Present thIetrane Wed Ape I� 021000 C UICI:W Venues 11,1tepub it Plekeevkepuldlt Twit:WI I11:N •..r1$W *...r,I..Orr...rl 1Y.Irr.... 1.ftr 0...011601m...111111•11.4.,16140.#4.1.“ N1/r wr..r„Mhr....hi 1alte11...li w• r.... 1. wrr ..r11wr...r.1w.r..rt.Yrr,.r,t wrr.r1 ,/*•,..r,t 1 • INPUT DATA: Geogrids (Analysis) DATA Gcogrid Gcogrid Gcogrid Gcogrid Gcogrid Tull jib /i11 Durability reduction factor, Rl:d Installation- damage reduction factor, Reid Creep reduction factor, RFc Ps- overall for strength Coverage ratio, Re 3697.0 6294.0 7533.0 5845.0 7900.0 1.0 1.0 1,0 1.0 1,0 1,05 1.05 1.05 1.05 1.05 2,64 2,74 2,51 1.92 1.92 N/A N/A N/A N/A N/A 1,000 1.00 1,00 1.00 1,00 Friction angle along geogrid -soil interface, p 26,56 26,56 26,56 26.56 26,56 Pullout resistance factor, F* 0,11itan 41 O.S•tnn ¢ O.8.tan tit 0.8•tan 4, O.81tan �t Scale - effect correction factor, a 0.8 0,8 0.8 0.8 0,8 Variation of Lateral Earth Pressure Coefficient With Depth 2 K / Kn 0.0 33f1 1.00 y(ft� 6.6 ft 1.00 6. 9.8 ft L00 13.1 ft 1.00 9. 16.4ft 1.00 19.711 1.00 16, 1.0 2.0 K / Ka 3.0 261 32.8 .04111 risMatilerit. wa t1111*% vwt} NOPUs rl} tNt11w. Ni a/ Yt -..ri3111.larrypb1Vtr..rllHWlump' WWI /pmII tf*1tteolO IMIllor.Uttrtl'ImpUMip' tea. UlAp' teowll10$ 11 4.. I1M! Vt.. rllYI{ Vt ..,xlkW.- ..111Y4114wUUN'r.r.rI. Republic Parking tot Copyright 0 1998 AAAMA Engineering. Inc. Pap 3 of 10 License number b .US•0140 w • MS>:W -- Mechanically Stabilized & Walls Republic harking Lot Peered Wend* Wed Apt 12 1':W 02 2000 C `xisrw Venom 1 1 kelnLhc pldkulK'.kepubia T,ert %00 01 ,d :N MOM r -wI IMM/ w. IMP* 1-,.11 oc,* w 111N. IwI I weir 1• 111MVt I11Lr -/r.wl 1/MrrM./. 11 WIt1'1.. 11 Wrrwl1M/r /..e-I1S 1. 11WL'I..1 Wr ,.I✓ 11 W.,..w 11 *11w1, wtr l.....l INPUT DATA: Facia and Connection (Analysis) FACIA type: Facing enabling frictional connection of reinforcement (c.g., modular concrete blocks, babions) Depth/height of block is 1,0/0.7 it Horizontal distance to Center of Gravity of block is 0.5 fl. Average unit weight of block is yr = 75,0 lb /ft' Z /Hd To- static / Tmax or To- scismic / Tmd 0.00 0,25 0,50 0.75 1.00 1.00 1.00 1.00 1.00 1.00 z / Hd 0,00 0.25 0,50 11,75 1,011 1.00 Tor of wall wilminimmu 511001115 0,90 0,80 0,70 0,60 0,50 To-static / Tninx or To- seismic / Tmd Geogrid T #1 Geogrid Type 112 Geogrid T #3 Geogrid Type //4 Geogrid Type #5 a at CRu cn a CRu a CRu a CRu a CRu 1000.0 0.90 1000,0 0.90 1000.0 0.90 1044,2 0.90 1044.2 0,90 2000.0 0.90 2000,0 0,90 2000,0 0.90 2506.2 0.90 2506,2 0,90 Geogrid Type #1 Gcogrid T pc #2 Gcogrid Type #3 Geogrid Type Geogrid Type #5 a CRs tit a CRa a CRS a CRs 0.0 0.00 0,0 0.00 0.0 0,00 0.0 0.90 0,0 0,00 1000,0 0.90 1000,0 0.90 1000.0 0,90 1044.2 0,90 1044,2 0.89 Oil a a Confining stress in between stacked blocks lIWR 9 11) CRu - Tult -c 1 Tult of CRs Tpo-c / Tult In seismic analysis. Tc•pullout is reduced to 80% of its static value. DATA (for connection only) Type 001 Type #2 Typc #3 Type #4 Type #5 Durability reduction factor, RFd 1.05 1.05 1,05 1.05 1.05 Creep reduction factor, RFc 2.64 2.74 2.51 1,92 1.92 Overall factor of safety: connection break, Fs N/A N/A N/A N/A NIA Overall factor of safety: connection pullout, Fs N/A N/A N/A N/A N/A awuwva. nirwrwtr.. .urwrr.auwwa..uMn+r...uwar...,, war... u, wvr. �. uLrm.» nw�+ l�...n,w�«1.u�lnrl..,,.uwwr...0 wlrr..,,,.rpr«.I, wwr,. aunslrr..+ 1, vsrr ...uwwr«...,,,,�r,...,uwlwr...0 Republic Parking lot Page 4 of 10 Copyright 0 1998 ADAMA Engineering. lac. License number M•US•0140 ig v MSEW -- Mechanic ::llv Stabilized Eat F Walls Republic Parking Lot greet Dalelrrme. Wed Apt is 1130021000 '11SF11' Venom I,Itaepubbc i' arkinR :►eepubbctier 1:40001.11Et1 .w /.we. ,..rtYf1..w 11rtlrr ,w....f *..r1.- fr two .1wfr`.we. 11 fff,. rr r1.. frr. w..MIr1..r11Y*......11,wf.1.r.1 W *..w.... NW, •• I...frI. 11 M►. tore" wfr.w.1 WHO /w...W.r .w..MVr...w..YMr.wr.. WI* ...r.. INPUT DATA: Geometry and Surcharge loads (of SUPERIMPOSED wall) { Design height, Hd Batter. 61 Backslope, fi Backslopc rise 17.33 IN J 0,0 deg) 26.6 Idcg) 7.0 Ifil Embedded depth is E = 2.00 ft, and height above top of finished bottom grade is 1-1 = 15.33 ft, where I-11 = 8.00 and 1-12 = 6.00 } Broken back equivalent angle, 1= 11.42° (see Pig. 25 in DEMO 82) Offset of upper segment from lower one, Offset = 4.0 ft, Blackslopc2 = 18.6 deg. and Backslopc rise. S2 = 1.3 ft. UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 11b/ft 2J OTHER EXTERNAL LOAD(S) ISil Strip Load, Qv-d = 300.0 and Qv -1= 0.0 [lb/ft 1. Footing width, b °15.0 I11j. DIstdncc of center of footing from wall face, d = 21.5 !RI (r7; depth of 0.0 Ill} below soil surface, ANALYZED REINFORCEMENT LAYOUT: Sil SCALE: 02468 10IRJ t olrkapileRtl,ifq.wrr11AYiq..tM { rlr wrr WgR/ofilUararlr.wll WaYr. �.- ITyiplsw�i3MlA' rww�iapflwrtrtyrfaifin mel FpPrwwriiyilyr .wup1Rilewr`1!i►i.pr+llig1Pe rws 101101.m0ryrMiwrr. kW* mot WIN peon WWI ...poi Republic Parking Lot Page S of W Copyright 0 1998 ADAMA Engineering, Inc. License number M4US•0140 MSEW -- Mechanically Stabilized E. 'Walls 1 Republic Parking Lot PreentDe1e-'fime Wed AN 121- .4.027000 CA MS1: W%' CteifMJ 1. 11kepubbcN etkuir\kepuhhcT.ett:Umn1Nf.N ,.........,_,,M.N....1, wt. ..r•, M.►.wI /Mire .w 11 M.. ..r 1 IM-...r 1, t..-11 M*- ....,1 Wo....11MIH'....,,w-....Y„ S 4Ir11MIN...r 1$ wN..✓, 1r/t..r,1 MI- ....,,wn.....l 1wr.«r „ INN tear .,Iw.,..Y.. ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing _capacity_ Fs = 21.78_ Foundation Intcrtitcc_Dircct sliding. Fs = L812. Ecccntricity_ c/L = 0.0777_ GEOGRID # Elevation LengtItTypc I1 1111 # CONNECTION Fs- overall Fs- overall Fs-overall (pullout (connection Igcogrid resistance) break] strength] 2 4 5 7 8 9 10 11 12 13 14 15 0.67 1.33 2,00 3,33 4,67 6.00 7,33 8.67 9,33 10.00 11.33 12,67 14.00 15.33 16,67 14,00 14.00 14,00 14.00 14.00 14.00 14.00 10.00 10.00 10.00 10,00 10.00 10.00 10.00 10.00 3 3 3 3 3 3 3 2 2 2 2 2 2 2 2 # 4.72 6.86 4.48 3.08 3,01 11.60 7.64 5,29 4.82 4,18 3.16 1.43 3.25 5.20 3.78 3.34 4.57 8.67 6,31 4,15 6.72 4.83 4.09 4.80 5.82 7.33 10.01 3.62 5.78 4.20 3.71 5.08 9.64 7,01 4,61 7,46 5,37 4,54 5,33 6.47 8.15 11.12 Gcogrid strength Fs 3.616 5.782 4.202 3,706 5.078 9.638 7,006 4.615 7,464 5.368 4,541 5,328 6.467 8.148 11,123 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout Direct Eccentricity resistance sliding e/L Fs Fs 34.065 51.287 35,019 27,144 32,361 53.015 32,898 17,676 25,406 16,065 10.209 8,485 6.693 4.650 2.186 .474 .498 .524 .576 .629 .683 .735 .781 .843 .912 2,067 2,258 2.495 2,811 3.188 0.0662 0.0549 0,0433 0.0197 - 0,0052 .0,0317 - 0.0612 0.0636 (1,0515 0,0394 0,0154 - 0.0093 - 0.0359 •0,0676 •0.1139 c21:71"... P`pt. rpt e t 4-ten; a v. oa. . R: P rz. s. N tyt 2 L., CEOGRID Elevation LengtliType till # 2 3 4 5 6 7 8 9ti 11 12 13 14 15 0.67 1.33 2.00 3.33 4.67 6,00 7.33 8.67 9.33 10.00 11.33 12,67 14.00 15.33 16.67 CONNECTION Fs- overall Fs- overall Fs- overall (pullout (connection (gcogrid resistance] break( strength] Gcogrid Pullout Direct Eccentricity strength resistance eliding oll. Fs Fs Fs 14.00 3 14.00 3 14.00 3 14.00 3 14.00 3 14.00 3 14.00 3 10.00 2 10.00 2 10,00 2 10.00 2 10.00 2 10.00 2 10.00 2 10.00 2 3.21 4.31 3,01 2.12 2,00 2.01 0.54 5.19 7,10 5.05 3.64 3.29 2.82 2.10 0.92 3.04 4.69 3.51 3.14 4.22 7.57 5.74 3,87 6.04 4,49 3,86 4.51 5.45 6.82 9.19 3.38 5,22 3.90 3,48 4,69 8,41 6,38 4,31 6.71 4.98 4.29 5,01 6.05 7,57 10.21 3,380 5.215 3,902 3.483 4.693 8,411 6,377 4,305 6.713 4.984 4,286 5.012 6.053 7.572 10.206 23,187 32,236 23.489 18.716 21.464 31.049 21.094 11,811 15,560 10.613 7,023 5.788 4.509 3.078 1.403 0.962 0.993 1.027 1,102 1.190 1.294 1.419 1.159 1.222 1,294 1,465 1,689 1.986 2.390 2.840 0.1878 0.1646 0.1415 0.0969 0.0533 0.0108 - 0,0318 0.1523 0,1275 0.1036 0,0597 0.0197 - 0,0169 - 0.0532 - 0.0980 /q. 1111/ P►a,.1 111+Irt...UfeA1...1111A'9..011 Nor► w ,.T1 WOW r.q. ►•■N NOW 9how 14 101i'Iw011110111 Iowe 1rpr1... 11 MOW i- ...UW.Vlw,-1.1.1#'1..wll OWN ►.....,n/V Ni*'L..UMA'►...1 / wry ..wu Republic Parking Lot Page 6 of 10 Copyright C 1998 ADAMA Engineering, inc. license number M•US.0140 1§ 1 g MSEW -- Mechanically Stabilized Eattails Republic Parking Lot Pttient t to time Wed Apt is t'.W.012000 C \MrtW Version I.I\ReinlbIc Patkit11t.k puhuic T,et IMO .Of UUF.N /....1f1Iw1,w11 W'- Iw11111*I....I< WV I•pi WOW /. r 11WO0w111MFI1 .w116001, 1w11101*•ti-I11M * /w1.1N. Iw11 W- 1rr.11W -.wl1M *l. 11 Mr /w11 W/S1..w11MWII.r1IM* */w 111C11� /w r11W� /w 11 Mid /.w 11 BEARING CAPACITY for GIVEN LAYOUT 1 STATIC SEISMIC UNITS Ultimate bearing capacity, q -ult 59974 40906 (lb /ft 9 Meycrhdf stress. cst. 2753.56 4103 )lb /ft 2) Eccentricity, c 1.09 2.97 (111 Eccentricity, c/L 0.078 0,212 Fs calculated 21.78 9.97 Base length 14.00 14,00 (fIJ SCALE: Q 2 4 6 8 10(ft) wlAll/0aww{f(10Whme{!iffely wll YIPII ..w111AYI••••1140 Whom1.11100tw-wUIM111lweUW{101~ llppW1••111111111) I1111,Vi0•lliI/!�tww l!111fW /w1w!!MtMi.o.i IMIFV1wi -.1f1 PeO•wiliatirl wl11M +YIw.w111ppYtw.w111p$W1.I•U Republic Parting lot Copyright 4 1998 ADAMA Engineering. Inc. Pap 7of 10 License number M•US•0140 v MSEW -- Mechanically Stabilized E Wails Republic Parking Lot t4tsent thteltane: Wed Apt 1: 1' 5(1.031000 C kNISIV Vet enn t.I'Rs►rol1Lc t'.utani\krp ibItt Ttet 1100 OI III:N ir1,wr....1101r.t. 11. 1riw..{rr{ w,,r..{..., 1wwr{. rrlrrrr{..... 1wriwr./ l{Me..rr,,.rr {.w11wr {r1r.rr,r11 wr{ rlrwr {w.,wrl.rrrwrir,lWr1...1rwr1a ,,wri..ti.l. wr {r r. Wr {w1r DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs- static = 1.812 and Fs- seismic = 1.166 # Gcogrid Gcogrid Fs Fs Gcogrid Elevation Length Static Seismic Typc # In] (ftl 1 0.67 14.00 1.474 0.962 3 2 1.33 14,00 1,498 0,993 3 3 2.00 14.00 1,524 1,027 3 4 3.33 14.00 1,576 1,102 3 5 4.67 14.00 1,629 11190 3 6 6.00 14.00 1.683 L294 3 7 7.33 14.00 1.733 L419 3 8 8.67 10.00 1.781 1.159 2 9 9.33 10.00 1.843 1.222 2 10 10.00 10.00 1.912 1.294 2 11 11.33 10.00 2.067 1.465 2 12 12.67 10.00 2.258 1,689 2 13 14.00 10.00 2.495 1.986 2 14 15.33 10.00 2.811 2,390 2 15 16.67 10.00 3.188 2.840 2 ECCENTRICITY for GIVEN LAYOUT Along reinforced and foundation soils interface: c/L static at 0.0777 and c/L seismic = 0.2119 # Ocogrid Gcogrid c 1 L c/ L Ocogrid Elmstion Length Static Seismic Typc # Inl 1 0.67 14.00 0.0662 0,1878 3 2 1.33 14.00 0.0549 0.1646 3 3 2.00 14.00 0,0433 0.1415 3 4 3.33 14.00 010197 0.0969 3 S 4.67 14.00 . 0.0052 0,0533 3 6 6.00 14.00 .0.0317 0.0108 3 7 7.33 14.00 . 0.0612 - 0,0318 3 8 8.67 10.00 0.0636 0,1523 2 9 9,33 10.00 0,0515 0,1275 2 10 10.00 10.00 0.0394 0,1036 2 11 11.33 10.00 0.0154 0.0597 2 12 12.67 10.00 40093 0.0197 2 13 14.00 10.00 - 0.0359 .0.0169 2 14 15.33 10.00 .1,0676 . 0.0532 2 15 16.67 10.00 - 0.1139 .0.0980 2 1twg1�M►weIIM,01we471OMOvieII Y►wru MF'1wwNMlitwwu 4O7+t.1r11 MArsw.*uMM'tw. iWur.w.T$ mot Nog tow WOW le esllipR4..r(7M011m•I wan Im N1 wow h s lffst/w►u1pPrWe Vigelrwrq Wetfil«ru Republic Parlang Lot Copyright Q 1998 AAAMA Engineering, lac, Page 8 of 10 License number M.US.0140 1:+ oors MSEW -- Mechanically Stabilized Ear' /aIIs `� Republic Parking Lot Ptexnt batdtune. Wed Apt 12 i' !DA) 2000 Vcts,on 1.1, kelp,bbc patEatIr kepublic ?,:t 1 :MO P1 11rN .....,,. t....,.., 11s*,s. 1111,.1-m. „N..1.....WI,....1.S. t .1SWW,w „W.... -, 1M,1.1..... 1 1 II.. t. , 1 r.. I... 11 r. - 1.r, tM.. I. 11101.11... MIN ,..- ,..M.IMr,1W,M,....I, MY. ...r. 1 . . . . . . - I , WY.w,l S *t..r.• RESULTS for STRENGTH # Gcogrid Tavailablc Timm Trnd Elena tion lib/Ill jlb /ftj (Ib /ftj 2 3 4 5 6 7 8 9 10 11 12 13 14 15 0.67 1,33 2.00 3.33 4.67 6.00 7,33 8.67 9.33 10.00 11.33 12.67 14.00 15.33 16.67 Specified Actual Specified Actual minimum calculated minimum calculated Fs- overall Ps- overall Fs- overall Ps- overall static static seismic seismic 2858 790,41 138.57 N/A 3.616 N/A 2858 494.35 134.85 N/A 5,782 N/A 2858 680.27 131.08 N/A 4,202 N/A 2858 771.31 123,58 N/A 3,706 N/A 2858 562.86 116.03 N/A 5.078 N/A 2858 296.57 108.53 N/A 9.638 N/A 2858 407.98 101.04 N/A 7.006 N/A 2188 474.04 93.48 N/A 4,615 N/A 2188 293.11 89.76 N/A 7,464 N/A 2188 407,52 85.99 N/A 5,368 N/A 2188 481.78 78.49 N/A 4,541 N/A 2188 410.59 70.94 N/A 5,328 N/A 2188 338.27 63.44 N/A 6,467 N/A 2188 268.48 55.95 N/A 8,148 N/A 2188 196.69 48,40 N/A 11.123 N/A RESULTS for PULLOUT 3.380 5.215 3.902 3.483 4,693 8,411 6.377 4.305 6,713 4.984 4,286 5.012 6,053 7.572 10,206 N Ocogrid Elevation ink Coverage Tmax Ratio Ilb /nj Trod Le Ln AvaiLStntic Specified [Ib/nj [n) 1n1 Pullout, Pr Static [Ib /n[ Fs Actual Avuil.Scisnt, Static Pullout, Pr Fs [lb/111 Specified Actual Seismic Seismic Fs Fs 1 0.67 1.000 790 39 13.63 0,37 26925.4 N/A 2 1.33 1.000 494 35 13.26 0,74 25354,0 N/A 3 2.00 1.000 680 31 12.89 1.11 23822.0 N/A 4 3.33 1.000 771 24 12,15 1.85 20936,3 N/A 5 4.67 1.000 563 16 11.41 2.59 18214,8 N/A 6 6.00 1.000 297 09 10,67 3,33 15722,5 N/A 7 7.33 1.000 408 01 9.94 4.06 13421.7 N/A 8 8,67 1.000 474 93 9.19 0,81 8379.0 N/A 9 9.33 1.000 293 90 8.83 1,17 7446,8 N/A 10 10.00 1.000 408 86 8.46 1,54 6546.9 N/A 11 11.33 1.000 482 78 7.72 2,28 4918.5 N/A 12 12.67 1.000 411 71 6,98 3.02 3483,7 N/A 13 14.00 1.000 338 63 6,24 3.76 2264.0 N/A 14 15,33 1.000 268 56 5.50 4.50 1248,3 N/A 15 16,67 1.000 197 48 4.76 5,24 429.9 N/A 34.065 51.287 35.019 27.144 32.361 53,015 32.898 17,676 25,406 16.065 10,209 8,485 6,693 4.650 2.186 21540.3 20283.2 19057,6 16749.0 14571.8 12578,0 10737,3 6703,2 5957.5 5237.5 3934.8 2787,0 1811.2 998,7 344.0 N/A 23,187 N/A 32.236 N/A 23.489 N/A 18.716 N/A 21.464 N/A 31.049 N/A 21,094 N/A 11.811 N/A 15.560 NIA 10.613 N/A 7,023 N/A 5,788 N/A 4.509 N/A 3.078 N/A 1.403 %R P4100* 1.w4t1P1y.,14wa1...IJ- aitl1..w UMW N..0 OWN 4.. 1MP111... ,iMg1w11yaPVb,..I!Mgt..r4MpL+.f A PrtwiY w,gr,.w.u11�rtwT�w,�Y�w.il w44'awnwor.wuYpr�.w,awwi.r.I, w!Y yt.uMwrwu Republic Parking Lot Page 9 of 10 Copyright 141998 ADAMA Engineering. Inc. License number M•US -0140 11 IvISEW -- Mechanically Stabilized EL Walls T• Republic Parking Lot Present Uaietrune Wed Apt 12 I' 300/2000 C tiS1Srw Fenian 1.1t(epublic Paduppltepiitille Ttet190001 10 .14 rwr..N.rrwr.....,r rrw ......,w•....r. wvrOors rwr Yrrrw+. wrrw+ r.... rr, s.. w rwr ...I,. RESULTS for CONNECTION (static conditions) Geognd Connection Reduction Reduction Available Available Available Fs•overall Ps-overall Fs-overall Elevation force, To factor for factor for connection connection Geogtid connection connection Geogrid (ft) Iit/f1J connection connection strength, strength, strength, break pullout strength break, pullout, Tc•break Tc•pullout /available CRu CRs criterion criterion (lb/ft) Specified Actual Specified Actual Specified Actual lb/f1) (MI) 1 0.67 790 0.90 0.49 2572 3727 2858 N/A 3.25 N/A 4.72 N/A 3.62 2 1.33 494 0,90 0.45 2572 3392 2858 N/A 5.20 N/A 6.86 N/A 5,78 3 2.00 680 0.90 0,40 2572 3051 2858 N/A 3.78 N/A 4.48 N/A 4.20 4 3,33 771 0,90 0.32 2572 2375 2858 N/A 3.34 N/A 3.08 N/A 3,71 5 4.67 563 0,90 0.22 2572 1693 2858 N/A 4.57 N/A 3.01 N/A 5.08 6 6.00 297 0,90 0.13 2572 1017 2858 N/A 8,67 N/A 3.43 N/A 9.64 7 7.33 408 0,90 0.05 2572 341 2858 N/A 6.31 N/A 0,84 N/A 7,01 8 8.67 474 0,90 0,58 1969 3679 2188 N/A 4.15 N/A 7,76 N/A 4.61 9 9.33 293 0,90 0.54 1969 3399 2188 N/A 6.72 N/A 11.60 N/A 7,46 10 10.00 408 0.90 0.49 1969 3114 2188 N/A 4.83 N/A 7.64 N/A 5.37 11 11.33 482 0.90 0.40 1969 2549 2188 N/A 4.09 N/A 5.29 N/A 4,54 12 12.67 411 0,90 0,31 1969 1980 2188 N/A 4.80 N/A 4,82 N/A 5,33 13 14.00 338 0.90 0,22 1969 1415 2188 N/A 5.82 N/A 4.18 N/A 6.47 14 15.33 268 0.90 0.13 1969 850 2188 N/A 7.33 N/A 3.16 N/A 8.15 15 16.67 197 0,90 0.04 1969 280 2188 N/A 10,01 N/A 1.43 N/A 11.12 RESULTS for CONNECTION (seismic conditions) H Gsogrid Connection Reduction Reduction Available Available Available Fvoversa Fs•overall F*'ovotall Elevation lace, To factor for factor for connection connection Geogrld connection connection Geoprld (f) (Ibltl) connection connection sUength, strength, sUength, break pullout strength break, pullout, Tc.bniak Tc'puloul Imitable CRu CRs emotion crlionon (bill) Specified Actual Specified Actual Specified Actual 1+1 (bin) 1 0.67 929 0,90 0.40 2572 2982 2858 N/A 3.04 N/A 311 N/A 3.38 2 1.33 629 0.90 0.36 2572 2713 2858 N/A 4.69 N/A 431 N/A 5.22 3 2.00 811 0.90 0.32 2572 2441 2858 N/A 3.51 N/A 3.01 N/A 3.90 4 3.33 895 0.90 0.25 2572 1900 2858 N/A 3.14 N/A 2.12 N/A 3.48 5 4,67 679 0,90 0,18 2572 1355 2858 N/A 4.22 N/A 2.00 N/A 4,69 6 6.00 405 0,90 0.11 2572 814 2858 N/A 7,67 N/A 2.01 N/A 8,41 7 7.33 509 0.90 0.04 2572 273 2858 N/A 5.74 N/A 0,54 N/A 6,38 8 8.67 568 0,90 0.47 1969 2943 2188 N/A 3.87 N/A 5,19 N/A 4.31 9 9.33 383 0,90 0.43 1969 2719 2188 N/A 6.04 N/A 7,10 N/A 6,71 10 10.00 494 0,90 0.40 1969 2491 2188 N/A 4.49 N/A 5,05 N/A 4.98 11 11.33 560 0.90 0.32 1969 2039 2188 N/A 3.86 N/A 3.64 N/A 4,29 12 12.67 482 0,90 0.25 1969 1584 2188 N/A 4.51 N/A 3.29 N/A 5,01 13 14.00 402 0.90 0.18 1969 1132 2188 N/A 5.45 N/A 2.82 N/A 6,05 14 15.33 324 0.90 0.11 1969 680 2188 N/A 6.82 N/A 2.10 N/A 7.57 15 16.67 245 0.90 0.04 1969 224 2188 N/A 9.19 N/A 0.92 N/A 10.21 Y..�Qtope l.wliwoe tmmit ire IoYY. r..1: 11PVI... riiapY ...wip9wR- f.memii...0 IamYlwi] MFwIwi r l *4.wu worm•w lMWr. "."Il4 4m0,•.ruwrl.•••U1Mr'.w•W"'Yl.wu WYIw•u Republic Parking Lot Copyright O 1998 ADAMA Engineering. inc. Page 10 of W License number M•US.0140 1■1SE \V -- Mechanically Stabili:cd En» 'lVaIIs Republic Parking Lot Pteutd batditrt e. Wed Apt 12 1-33 912000 l C \M L :taka+ 1.I \kepuULc Varklnit,Reinddlc'net tN1(t 01 tt..1600attlq/ IIF.h .••1e Mrt 11..••11 W- •.••11 Wrl.r 1 4 WII.I.fi 1 Wr•.r11 114t /•.•11 We* too. 11 WP. /..•I I IN.f•• -/I UV. 0•••• SV*t.4 MVO. 111FI. f.rl MI* ems 1, •I*164.• 4 e W -/w 11Mt* fwr11 M'► ...of 1 WI* Cm.. 110 -/4411 ■r 1•r. Republic Parking Lot PROJECT IDENTIFICATION Title: Republic Parking Lot Project Number: 7704-001-01 Client: Pcrtcet Engineering Designer: AES Station Number: 13 +00 �levidt, L. L. ) Description: Tiered vertical wall, Wall height = 6 + �' Phi of reinforced till back fill t. 32 degrees, UX 1 G00 on top grid 1, r r3 r-+••—° r ..* t ' -.A c. S, 71, rV m.1- tr51,4d A1Z Company's information: Name: OeoEngineers, Inc. Street: 8410 154th Ave NE Redmond, WA 98052 Telephone N: 4 25.861.6000 Fax N: 425.861.6050 E -Mail: Original file path and name: C :%MSEW Version 1.11Repubilc Parking\Republic.Tier1300 Original data and Limo of creating this 11Io: 4111/2000 PROGRAM MODE: ANALYSIS of SUPERIMPOSED WALL using OEOORID as reinforcing material. x2— .wl11■N`1141101iMIW 110.41 MIp*PPM MOW Iwo 14 MP t■.UMp 1.4.4 Min oriel HMI lose ,l tpti>Y sumo 11tgvo•..utop* 4044 171010104+4u1q.14„4.UMIp'110.41)M„v4.•.,u tt11tp'o04./41t.114•*11..44tt 1010114414.1141411/4 11.4.11 WI* 1•411a W.rt ono d1 Republic Parking l.lot Page 1 of 10 Copyright 0 1998 ADAMA Engineering. Inc. License number M•US•0140 MSEW -- Mechanically Stabilized E;'Wa1Is Republic Parking Lot Nested bile /rene: Wed Apt 12 1' $ in 2000 C:1.151: +. detm'n 1 ARC 1111141t hatkinF\Retwbbt.7,etl:UV Al t* t/44:0tnp 141:N 1..r 11.pIr 1....t t W *rw1 i 1lrr'.r 111.+`...1. t 1 YN1.1..s 11 W..rr1111H'rt.r 111nri* f....111lrr a. 11 Wr..w I I Yfr1.r 1111,+,. 11 i ,. Mr f 11NI /w 11.L*'► /w i • Y4*'.w 111W*,. 11 W ...w 11 Wr,•.+I • W rm.r i l re• rrr l l SOiL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction. 4, RETAINED SOIL Unit weight, y Design value of internal angle of friction. 4) 130.0 lb /ft' 32.0 ° 130.0 lb /it' 32.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight,Y *MY 130.0 lb/ft 2 Equivalent internal angle of friction, ¢le,,tn,, 3810 ° Equivalent cohesion, c.„„,,, . 0.0 lb /11 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) is 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 15. Otherwise, cq, 38 is utilized) Inclination of internal slip plane, 41 is 61.00° (sec Fig. 28 in DEMO 82). Ka (external stability) 0.3255 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, cq. 17 is utilized) BEARING CAPACITY Bearing capacity cocmclents (calculated by MSEW): Nc is 61.35 N y m 78,02 SEISMICITY Maximum ground acceleration coefficient a. f 0.15 Kac (a,> 0) • 0,5237 Karr (cum 0) f 0.3255 A Kite s 0.1983 (see cq. 37 in DEMO 82) Seismic soibgeogrid friction coefficient. Fo is 80.0% of its specified static value. k1wlIMlMtriwwltMMHwNM�'+ wwlll�ro /rsltyAlltww+N/P+Iw111,1 Mob+ sf iMi�rwrrllfillM' to,,, f1WW�wniiMrrrr+ lwliMaPPr.., r1�4pWr.+ 17 M�' r.. wTiltiF' lwIwUMN'( w, ruMaW+ ..wuWA'r.a.ii1�P+' +..1ru1W�'2"2„— Republic Palming Lot Page 2 of 10 �r Copyright 0 1995 ADAMA Engineering. Inc. license number M•US•0140 MSE\V -• Mechanically Stabilized Fat' a11s Republic Parking Lot Newt! Wed Apt 12 11 VSK 200 C,V.N5tits , etsrotl1l\ Repulkel 'ekrnl\kepuWle ?/etlY1001"161Xlattnrtll:!i ..rllYfl/I.r. 11111hP /w.11 LLVr1.r lei. tsar 1 UnnIrtwll term U.. • tierri.rlllw i. lW*$ i WOW / *sr I trl►.'Iwr 11M!•r /r11. *I.r I,YIN /w • v *t. •••••••■••I **... ,l emir cm..." INPUT DATA: Geogrids (Analysis) D A T A Tult Ilb /11J Durability reduction factor, RFd Installation- damage reduction factor, RFid Creep reduction factor, RFc Fs- overall for strength Coverage ratio, Re Gcogrid Gcogrid Gcogrid Gcogrid Gcogrid Z :4 3697,0 6294,0 7533,0 5845.0 7900M 1.0 1,0 1.0 1.0 1,0 1,05 1.05 1.05 1.05 1,05 2.64 2.74 2.51 1.92 1.92 N/A N/A N/A N/A N/A 1.000 1.00 1,00 1,00 1.00 Friction angle along geogrid -soil interface, p 26.56 26,56 26,56 26,56 26.56 Pullout resistance factor, F* 0,8ttan4► 0,81tatt4 0.8ttan 0.8.tan4l 0.8 4tan�l Scale - effect correction factor, of 0,8 0,8 0.8 0,8 0,8 Variation of Lateral Earth Pressure Coefficient With Depth Z K /Ka 0 ft 1,00 6.611 1.00 9.8 ft 1.00 13.1 ft 1.00 16.4 ft 1.00 19.7 ft 1.00 0.0 0 Z 1.0 2.0 K /Kn 3.0 16. 32.8 towltlOrlf wo1N MIPS ■fget1110111N low1IM Whowl1 MlptIwo UlMWIV∎I1 KM* Tom bOUlrwp MPVhowl] in, Ippe71 qIPRhoopM4Y1040611 WOW loom I1 WO ve.01 low wwtI w►VyNO IA1119~ 1%OW 1wue11∎00WI,..•III0I1FYIwoi1 iYA'/w11 Republic Parking lut Page 3 of 10 Copyright 0 1998 ADAMA Engineering. Inc. license number M.US -0140 )\-15EW -- Mechanically Stabilized E Walls i Republic Parking Lot Pasant Date T ime. Wed Apt 1211 : 5).54 2440 C \N!. enicnl1 i■kepubbc Pa ft \ kelnd .bc.71et11tw01uxIM %MtnpKE.N 1wr11.n► *1w111Nr Omar 11M11Y.•r 111!' Jr1 -,m. 11 Mfr.w 111. 1r..r1.11Vr /w11I.fr1.r1111r1.1w Ilbr1• r I1dr /r.1IM11r /1rI I11ir11.-..11 I.lrI.r 1I 001"..... W**"..." ""'"•••• 11Idr111...11W$ .1IWr,.r 11 We....11 iNPUT DATA: Facia and Connection (Analysis) FACIA type: Facing enabling frictional connection of reinforcement (e.g.. modular concrete blocks. gabions) Depth/height of block is 1.0/0,7 R. Horizontal distance to Center of Gravity of block is 0.5 ft. Average unit weight of block is 'r = 75.0 lb /ft' Z / Hd To- static / Tmax or To- seismic / Mid 0,00 0,25 0.50 0.75 1,00 1,00 1.00 1.00 1.00 1.00 Z / Hd 0.00 0,25 0,50 0.75 1,00 1,00 Top nrtr.tl 0.90 0.80 0.70 0,60 0.50 To- static / Tntax or To- seismic / nod Gcogrid Type #1 Gcogrid Type #2 Gcogrid Type 113 Gcogrid Type 1/4 Gcogrid Type 115 e to CRu of c CRu a CRu a CRu a CRu 1000.0 0.90 1000.0 0.90 1000.0 0.90 1044.2 0.90 1041.2 0,90 2000.0 0,90 2000.0 0.90 2000,0 0.90 2506.2 0.90 2506,2 0,90 Geogrid Ty #1 Ocogrid TT' #2 Qcogrid Type #3 Gcogrid Typt: #4 Gcogrid Type #5 Q C rit a Rtt a CRs a CRs a CRs 0.0 0.00 0.0 0.00 0.0 0,00 0,0 0,90 0.0 0.00 1000.0 0.90 1000,0 0.90 1000,0 0.90 1044,2 0.90 1044.2 0,89 (1) e me Confining stress in between stacked blocks rlb/tt Z, at CRu • Tult -c / Tull w CRs•Tpo -c /Tuft In seismic analysis, Tc•pullout is reduced to 80% of its static value. D A T A (for connection only) Typo #1 Type #2 Type 013 Type #4 Type 115 Durability reduction factor, RFd 1.05 1.05 1.05 1,05 1,05 Creep reduction factor, Rik 2.64 2.74 2,51 1.92 1.92 Overall l factor of safety: connection break, Fs N/A N/A N/A N/A N/A Overall factor of safety: connection pullout, Fs N/A N/A N/A N/A N/A IAPIN •10 Republic Parking Lot Copyright 0 1998 ADAMA Engineering. loc. we* meI4 bail NM I111tY,wmU,QVM•Ill IOW 11.gU1,1//M1.n1U 1AY4.+111 1411M ,wl•1lUR11w•Ullp'$vea $W M"wu , Page 4 of 10 License number M•US•0140 ler N1SEW -- Mechanically Stabilized Ea`'�`Valis Republic Parking Lot hrts�i!tlatetrene Wed Apt 121'.&(542006 C.1St5M . tsxnt1. 11 kepah0cPe tkter' Republic tiet IMO 61uelt.lN ettIti :u iwI. t).wMOM I• .-11WVIw 1111 VV /w 11W4V.wl1 W► Iw 1 1 WVIwIIY1r+V'Iw 1 1 AM* OwIIW- /.wI. MAP* /.w 1 1 mem...I1 1 •41* rook IMO -,. IIYf *rw,,S * 1w11 W- r.rl,w- t*.* 11 w, t.. t. INPUT DATA: Geometry and Surcharge loads (of SUPERIMPOSED wall) Design height. Hd 1733 1111 { Embedded depth is E = 2.00 ft, and height above top of finished bottom grade is 1-1 = 15.33 f1. where 1-11 = 8.00 and H2 = 6.00 ) Batter. co 0,0 (deg) Backslopc, 13 26.6 dcgj Backslope rise 7,0 =fl) Broken back equivalent angle, 1 = 11.42° (see Fig. 25 in DEMO $2) Offset of upper segment from lower one, Offset = 4.0 ft, Blackslopc2 = 18.6 deg. and Backslopc rise, 52 = L3 f1. UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 (lb/ft 9 OTHER EXTERNAL LOADS) (S 1 ) Strip Load, Qv-d = 300.0 and Qv -I a 0.0 11b/11 21, Footing with, b =15.0 (f1J. Distance of center of footing from wall face, d 21.5 (t1J @ depth of 0.0 (nJ below soil surface. ANALYZED REINFORCEMENT LAYOUT: IslJ i SCALE: o246810Kt] /MO 111t1lrt.8..;HOP 1wm11 WWII l..ntl Mari t•••• li4MVN•MIl Nlrlw,wll HMV ;WIND WVI..l.gYp1w+11 Ni41••14 61FNI•w -f hone MOM! 1•1•811110011,0614 Ig••1••••14LwYrweRl ilPwl•l)l YIItNt•.•P ll km* woo 14/4t(Iwwl) WiVI.I.I1 Republic Parking I..ot Pap S of 10 Copyright 0 1998 ADAMA Engineering. Inc. l.iccnse number M•US.01 a0 Iv1SEW -- Mechanically Stabilized E Walls Republic Parking Lot When: Dste'ritne Wed Apr 1: 1' 3: ■W 2900 c AA451: w \'er$1,•r11 ItRepubtie Pethnt,Repubbc.7ier Iuq b7 ux 1660.4ttrq• !tf U 14•14�,A. /n...�.•lyr r.r..1Nrtoo. •1M..•.w. 1111 r,...11W- •.r•1MO1...11Y.r,.r. I lffrr..r. 1M1Nr0r 1.Y7). I. 111 011. 14.01• I {r.•.w1.1•.s•4.r.1Ye.•w.,W*1w.1 ...•••• 1 W *..w.,Mt*t.r„MJr 1. ,1e�r•.r.. ANALYSIS: CALCULATED FACTORS (Static conditions) GEOGRID #I Elevation LcngthTypc 1 1 1111 # CONNECTION Fs- overall Ps- overall Fs- overall [pullout (connection Igcogrid resistance] break) strength) Gcogrid Pullout Direct Eccentricity strength resistance sliding c/L Fs Fs Fs 1 0,61 2 1,33 3 2.00 4 3,33 5 4,67 6 6.00 7 7.33 8 8.67 9 9.33 10 10.00 11 11.33 12 12.67 13 14.00 14 15.33 15 16.67 14.00 3 14,00 3 14.00 3 14.00 3 14.00 3 14,00 3 14.00 10.00 10,00 10.00 10,00 10.00 10.00 10.00 10, 00 3 2 2 2 2 2 2 4.72 6.86 4.48 3.08 3.01 11160 7.64 5.29 4.82 4,18 3.16 1.71 3.25 5.20 3.78 3.34 4,57 8,67 6.31 4,15 6,72 4.83 4,09 4.80 5,82 7.33 13.08 3.62 5.78 4,20 3,71 5.08 9.64 7.01 4.61 7.46 5.37 4,54 5,33 6.47 8,15 14,53 3.616 5.782 4,202 3.706 5.078 9.638 7,006 4.615 7,464 5.368 4,541 5,328 6.467 8,148 14.532 ANALYSIS: CALCULATED FACTORS (Seismic conditions) OE0ORID # Elevation Lc g l hTypc Iftl CONNECTION Fs- overall Fs-overall Fs-overall (pullout [connection (gcogrid resistance) break) strength) 34,065 51.287 35.019 27.144 32,361 53,015 32.898 17,676 25,406 16.065 10,209 8,485 6,693 4.650 2.186 ,474 .498 .524 , 576 .629 .683 .735 .781 .843 ,912 2.067 2.258 2.495 2.811 3.188 0.0662 0,0549 0.0433 0,0197 - 0,0052 - 0,0317 - 0.0612 0,0636 0,0515 0.0394 0.0154 - 0.0093 - 0,0359 - 0.0676 - 0.1139 fr4if c. 4004,1J Oeogrid Pullout Direct Eccentricity strength resistance sliding e/L Fa Fs Fs 1 0.67 2 1.33 3 2.00 4 3,33 3 4.67 6 6.00 7 7.33 8 8.67 9 9.33 10 10.00 11 11.33 12 12.67 13 14.00 14 15,33 15 .16,67 14,00 14.00 14.00 14.00 14.00 14.00 14.00 10,00 10.00 10.00 10.00 10.00 10,00 10,00 10.00 3 3 3 3 3 3 2 2 2 2 2 2 2 3 3.21 4.31 3.01 2.12 2.00 2.01 0.54 5.19 7.10 5.05 3.64 3.29 2,82 2.10 1.10 3,04 4.69 3.51 3,14 4.22 7.57 5.74 3.87 6.04 4,49 3,86 4.51 5145 6.82 11.91 3.38 5.22 3.90 3.48 4.69 8.41 6.38 4,31 6,71 4.98 4,29 5.01 6.05 7.57 13.23 3.380 5,215 3.902 3.483 4.693 8.411 6.377 4.305 6,713 4.984 4,286 5.012 6.053 7.572 13.235 23,187 32.236 23.489 18.716 21,464 31.049 21.094 11.811 15.560 10.613 7.023 5.788 4.509 3,078 1.403 0.962 0,993 1.027 1.102 1.190 1.294 1.419 1.159 1.222 1.294 1.465 1.689 1.986 2.390 2.840 0.1878 0.1646 0.1415 0,0969 0.0533 0.0108 . 0.0318 0,1523 0.1275 0,1036 0,0597 0,0197 0.0169 - 0.0532 - 0.0980 1.11010 0111PriwwU0410.1.11IIOr114.n1i IIPIL,w1111WH..i1WPY1.. 1 111! 1011.• 0,U 1011PVi.. OU16111111' 1•6q 0111111111/11r001T11PY11rw .l7M>FY11w.p1110W 111! 1Cip4rir.wuIp L.1.I I Yr.OUllirr11,R!IICON h..11Mp1..0�U1•11M9.P..UelfW4.•.0 Republic Putting Lot Pine 6 of 10 Copyright 0 1998 ADAMA Engineering Inc. license number M•tJS•0140 aoellW 11 1v1SE\'V •- Mcchattictilly Stabilized E;i s111s tom; Republic Parking Lot IYesml thle1i n: Wed Apt 111 ?at.40 11f 2000 .nYl C . '•Repldrc �keilbtic.7a1 ?tl41u�IMdntuq/1EN i M!. 1nM1I Id• i.,1111y11rw 1 / irYl.Nri 11lll! iNr/ t n1. /.r I Nr,-.1LLiH r I ttir r 1[1• w WIwMtt., l• fis M tee• 1-1..11 tWi /...1111111 i.l+..IW'Y 11rr 11II'li• /l.lr I I BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNiTS Ultimate bearing capacity, q -ult 59974 40906 Ib /11' Mcycrhof stress, ev 2753.56 4103 I lb /11 2 Eccentricity, c L09 2.97 ill Eccentricity, c/L 0.078 0.212 Fs calculated 21,78 9.97 Base length 14.00 14.00 IfI1 Is11 J SCALE; 0246810[ftj 1•.U1:d/!MM'fv4wll1,0kooli Opt If1w.14 YrifYlwwil pi* h.1,tlWMI...11 MIfN11selI MpYMwU wry v...11 tpro hmol I *put t 1ni11 mew tw.11MaPi4.wu 1gPhl.wp Iopl...11IAPVOrr111 APPN1•0011V/P/Is1. 11 1wol...i1lwWhs❑iairlf, ..11 Republic Parking Lot Copyright 01998 ADAMA Engineering. Inc. Page 7 of 10 License number M•US•0140 god MSEW -- Mechanically Stabilized t✓'' 1Vnils ' Republic Parking Lot • Ptept01 tale tone. Wed Apt 12 1' 22-5q 2000 � C 9M . .. en1.Ml 1.1%aepul.be Natk.Inekketelbl.e Tletlul0pi w11ft %anrK..orN ...ri..ur.. ,.. w. w... ...wwr.....,.wr.wr.wwr..r,,.ewr r...,, {.- ,►.w,. wr..... irrr.w,.r+r.• . 111,...... 1, rvr...., iwv .....,wr.w„r*r.....i,rvr...., I1rrr....i1wr..r.lr rr,.r..r,iwrrw.,,r-r....,, DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) 1 Along reinforced and foundation soils interface: Fs- static = 1,812 and Fs- seismic = 1.166 # Gcogrid Elevation I01 Gcogrid Length Ifi Fs Static Fs Seismic Gcogrid Type # 1 0.67 14.00 2 1.33 14.00 3 2.00 14,00 4 3.33 14,00 5 4.67 14.00 6 6.00 14.00 7 7,33 14.00 8 8.67 10.00 9 9,33 10.00 10 10.00 10.00 11 11.33 10.00 12 12.67 10.00 13 14.00 10.00 14 15.33 10.00 15 16.67 10.00 1.474 1.498 1,524 1.576 1.629 1.683 1.735 1.781 1.843 1.912 2,067 2.258 2.495 2.811 3.188 ECCENTRICITY for GIVEN LAYOUT (1.962 3 0.993 3 ,027 3 .102 3 .190 3 .294 3 .419 3 .159 2 .222 2 .294 2 .465 2 .689 2 .986 2 2.390 2 2.840 3 Along reinforced and foundation soils interface; c/L static iv 0.0777 and c/L seismic s 0.2119 # Gcogrid Gcogrid Elevation Length In] c / L c / L Gcogrid Static Seismic Typo # 1 0.67 14.00 0.0662 0.1878 3 2 1.33 14.00 0.0549 0.1646 3 3 2.00 14.00 0.0433 0.1415 3 4 3,33 14.00 0.0197 0.0969 3 5 4.67 14.00 - 0.0052 0.0533 3 6 6.00 14.00 -0.0317 0.0108 7 7.33 14.00 - 0.0612 - 0.0318 8 8.67 10.00 0.0636 0.1523 9 9,33 10.00 0,0515 0.1275 10 10.00 10.00 0.0394 0.1036 11 11.33 10.00 0,0154 0.0597 12 12.67 10.00 - 0.0093 0.0197 13 14.00 10,00 - 0,0359 - 0.0169 14 15.33 10.00 - 0.0676 - 0.0532 15 16.67 10.00 4.1139 - 0.0980 3 3 3 2 2 2 2 2 2 2 iewpiW IlsoolIONI nUMtAM Ioinkoas/i maps omia pth.oi1rpow aiwpwhiiaiimph ell MOWhrw.i7M1Prr.w.TT kinft.. ..17HlryhwrUNW'hwUMR'IrwlllllWwwU MSY/w• IMP, fwUyfrhoml 104109w..I411MIwwu Republic Parking Lot Page 8 of 10 Copyright 0 1998 ADAMA Engineering. Inc. License number M•US•0140 i M1SEW -- Mechanically Stabilized Ea Valis'` Republic Parking Lot ' 'teoetd Ntelune Wed Apt 12173) 59 2000 C'MStY,' Yerm'n 1 I\Retnibbc VotktnpKepubbi int11000)uxIMNntngf Itta: ...r11,tl1.4.....44YW.t....11 SII.1....11Y*.,..-,,Y,,...r, 1 NI/V.,....11fl.,...1,, 1M►I• 1 tine* • pea. I i011*....1 „f. ,..r11111/....-„NA ,.r., 1.1. „YW. ....I VIM 0.4. UV* ••••• leth.1.... W....., tW1.....,, YV.tww,. RESULTS for STRENGTH # Gcogrid Ta aiiab1c Tmax Tmd Elevation (ib /ftj (lb /111 (lb /ftj 1 0.67 2 1.33 3 2,00 4 3.33 5 4.67 6 6,00 7 7.33 8 8,67 9 9.33 10 10.00 11 11.33 12 12,67 13 14.00 14 15.33 15 16.67 2858 2858 2858 2858 2858 2858 2858 2188 2188 2188 2188 2188 2188 2188 2858 790,41 494,35 680.27 771,31 562.86 296,57 407.98 474,04 293,11 407.52 481.78 410,59 338,27 268,48 196,69 RESULTS for PULLOUT 38.57 34.85 31,08 23.58 16.03 08.53 01.04 93.48 89.76 85.99 78,49 70.94 63,44 55.95 48,40 Spccificd Actual Specified Actual minimum calculatcd minimum calculatcd Fs- overall Fs- overall Fs- overall Fs- overall static Static seismic seismic N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.616 5,782 4,202 3.706 5.078 9.638 7.006 4,615 7,464 5,368 4.541 5,328 6.467 8,148 14.532 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.38() 5,215 3.902 3.483 4.693 8.411 6,377 4.305 6.713 4.984 4.286 5.012 6,053 7.572 13,235 # Ocogrid El `nation Coverage Tmax Ratio I1b /11j Tind 1Ib /nj Lej La Avail.Stntic Specified (Rj Pullout, (I Pr Static Actual Avaii.Scisin, Spccificd Static Pullout, Pr Seismic Fs (Ib /flj Fs Actual Scislnic Fs 2 4 5 6 7 8 9 10 12 14 15 0,67 1,33 2.00 3,33 4,67 6.00 7,33 8,67 9,33 10.00 11,33 12.67 14,00 15.33 16.67 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 790 494 680 771 563 297 408 474 293 408 411 338 197 35 31 24 16 09 931 90 86 78 71 63 56 48 13.63 13.26 12.89 12.15 11.41 10.67 9,94 9.19 8,83 8,46 7.72 6.98 6.24 5,50 4.76 0.37 0,74 1.11 1.85 2.59 3,33 4.06 0,81 1,17 1.54 2,28 3.02 3.76 4.50 5,24 26925.4 25354,0 23822.0 20936.3 18214.8 15722.5 13421.7 8379,0 7446,8 6546,9 4918.5 3483.7 2264,0 1248.3 429.9 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 34.065 51.287 35.019 27.144 32.361 53.015 32.898 17.676 25,406 16.065 10.209 8.485 6.693 4.650 2.186 21540.3 20283,2 19057.6 16749.0 14571.8 12578.0 10737,3 6703.2 5957.5 5237.5 3934.8 2787.0 1811.2 998,7 344.0 N/A 23.187 N/A 32.236 N/A 23.489 N/A 18,716 N/A 21.464 N/A 31,049 N/A 21.094 N/A 11,811 N/A 15.560 N/A 10.613 N/A 7,023 N/A 5.788 N/A 4,509 N/A 3,078 N/A 1,403 7-2. meogi 1011.1.0.• Yffn'IwrfI MSW 'ow 1 iYq.fYow1I 1/WYw.11 IMO we 4 I MMW'I..wl" MP/ sew'f WMfowl 4M/WY..nil104YYe911141W40+11 PM 144.01 W4fYY~.1I1011FW hem' I IgW...•Il HAW Y.yi/ 111.PVhw 1i* WY p.- i 1 WO, 1~11101.1ew1i Republic Parking Lot Page 9 of 10 Copyright 0 1998 ADAMA Engineering. Inc. license number M•US•0140 r1. • NISEW -- Mechanically Stabilized EP '--'Walls '"`; Rcpublic Parking Lot Ptexnt batelrmle Wed Apt 12 11'34.00 2000 c enrinr 1 Itkehubl,t Parkett,Repubbc ttnlurtl b1 u.IntlO ttnh 11EU Iw11S 1w,1W' -Iw 1IY,r -1..r 111Ar/w11I.Vr I-r, 1IIII+Iw 1t S 1s 11 Yf..1...,IMI..Iwl llwrlwl,W.Iw11W.'Iwtl1l/.Iw 1111t.'IwllIM.1w11 YI* In.�11 YM.'Iw1,IIII. /.YI10 *l.W I, W. rw1111,IM I.. RESULTS for CONNECTION (static conditions) # Geogrid Connection Elevation force, To (ft) (alnl Reduction Reduction factor for factor for connection connection break, pullout, CRu CRs Available connection strength, Tc•break criterion (b/fIJ Available Available Fs- overall connection Geognd connection strength, strength, break Tc•pullout Tavailable criterion (Ib/fll Specified Actual (mil connection pullout Specified Actual Fs.overall Geogrid strength Specified Actual 1 0.67 2 1.33 3 2,00 4 3.33 5 4.67 6 6.00 7 7,33 8 8.67 9 9.33 10 10,00 11 11,33 12 12.67 13 14.00 14 15.33 15 16,67 790 494 680 771 563 297 408 474 293 408 411 338 268 197 0.90 0.90 0.90 0.90 0,90 0.90 0.90 0.90 0.90 0,90 0.90 0,90 0,90 0,90 0,90 0.49 0,45 0.40 0,32 0.22 0.13 0.05 0.58 0.54 0.49 0,40 0.31 0.22 0.13 0.04 2572 2572 2572 2572 2572 2572 2572 1969 1969 1969 1969 1969 1969 1969 2572 3727 3392 3051 2375 1693 3417 3679 3399 3114 2549 1980 1415 850 336 RESULTS for CONNECTION (seismic conditions) 2858 2858 2858 2858 2858 2858 2858 2188 2188 2188 2188 2188 2188 2188 2858 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NA N/A 3.25 N/A 5,20 N/A 3.78 N/A 3,34 N/A 4.57 N/A 8.67 N/A 6,31 N/A 4.15 N/A 6.72 N/A 4,83 N/A 4,09 N/A 4.80 N/A 5.82 N/A 7.33 N/A 13.08 N/A 4.72 6.86 4.48 3.08 3,01 3.43 0.84 7,76 11.60 7,64 5.29 4.82 4.18 3,16 1.71 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.62 5.78 4.20 3,71 5,08 9.64 7,01 4.61 7.46 5,37 4,54 5,33 6.47 8,15 14.53 N Geogrid Connection Reduction Reduction Available Available Available Fs•overall Elovabon force, To factor for factor for connection connection Geogrid connection (h) O&M connection connection strength, strength, strength, break break, pullout, Tc•break Tc•pu $out Tavailable CRu CRs criterion criterion (b/h) Specified Actual If) I1 Fs•overall connection pullout Specified Actual Fo•ovefall Cleogrid strength Speeifled Actual 1 0.67 929 2 1.33 629 3 2.00 811 4 3,33 895 5 4.67 679 6 6.00 405 7 8 8.67 509 9 9.33 383 10 10.00 494 11 11.33 560 12 12.67 482 13 14.00 402 14 15.33 324 15 16.67 245 0.90 0.90 0.90 0,90 0.90 0.90 0.90 0,90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.40 0.36 0.32 0,25 0.18 0.11 0,04 0.47 0.43 0.40 0,32 0.25 0.18 0.11 0.04 2372 2572 2572 2572 2572 2572 2572 1969 1969 1969 1969 1969 1969 1969 2572 2982 2713 2441 1900 1355 814 273 2943 2719 2491 2039 1584 6802 268 2858 2858 2858 2858 2858 2858 2858 2188 2188 2188 2188 2188 2188 2188 2858 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.04 N/A 4.69 N/A 3.51 N/A 3,14 N/A 4.22 N/A 7,57 N/A 5,74 N/A 3.87 N/A 6.04 N/A 4,49 N/A 3,86 N/A 4,51 N/A 5.45 N/A 6.82 N/A 11,91 N/A 3.21 4.31 3.01 2.12 2,00 2.01 0.54 5.19 7,10 5,05 3.64 3,29 2,82 2,10 1.10 N/A N/A N/A N/A N/A N/A N/A N/A N/A N /AA N/A N/A 3.38 5.22 3.90 3,48 4,69 8,41 6,38 4,31 6,71 4.98 4.29 5,01 6.05 7.57 13,23 if..11q MlltYr..wr1Ml�'L..Il1WVr...Il Mfvr.. wllwwr .w.1(►rwrwa�rsrt...rrll�Wrww4 Mw h wuiMwtw.otsior'rir.vn llSMroo tl UMW/0.ru Mr1rf..w owvr..wrlIm l..wuNitr'M,.uww ham* r+.+4rwlw b.wYlMp'i...0 Page 10 of 10 License number M•US•0140 Rcpublic Parking Lot Copyright 0 1998 ADAMA Engineering. Inc. Fat :.1 ■6EW -- Mechanically Stabilized E;t''"yalls Republic Parking Lot Present Dole rime Wed Apt 12 1' x(11'2000 \A1StW Veralrol 1.Iskeplbbc risk mr Republic 'het Cern n2.Ill:U •. r. �YMriwl� .�l.rllrsrl..r��rlr.�,r�rin t$.4 1Ilr. +.w.r.1 *$. II N+ 1r 11 Mme. •■•,trr+..a• 11 ~Ilraol. 1wr..dr w- 1...1 1/N• toad. I i YIP* ,s..I1 wr11w1 l rw►1wI iS*ttwl 1Wr Is 1w+... -1 I MOW .w • Republic Parking Lot PROJECT IDENTIFICATION Title: Republic Parking Lot Project Number: 7704. 001-01 Client: Pcncct Engineering Designer: AES j Station Number: 13+00 Ci�VA{ -L L. 47 J Description: c4,rs "sn (1.1 Simple vleetienl wall. Wall height a 6 + 7, surcharge Phi of reinforced till backlit! a 32 degrees, gr, t 134.7„{.1:"..,)..... A..,%, ?1 ,t a 4e,A4s.ca(9' Kral - mo=o tps.O Company's information: Name: GcoEngincers, Inc. Street: 8410 154th Ave NE Redmond, WA 98052 Telephone N: 425.861.6000 Fax OS: 425.861.6050 E -Mall: Original rile path and name: C :IMSEW Version 1.11Republic Parking Republic,Ticr1300 Original date and time of creating this tile: 4111/2000 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOORID as reinforcing material. 23 4fV!*wU 1A111 wwl WOW ww • !howl woo 11IwVlww IPPVIrwl MN'srr• IA 1 1rrw11 VIP well WWI 144W w. 1114VSOW 1 w • , .iii .. rrrw 1 IMO .1 Republic Parking Lot Copyright 0 1998 ADAMA Engineering. Inc. Page 1 of 10 License number M•US•0140 MSEW -- Mcchatiically Stabilized E: 'Wails Republic Parking Lot Pretest rlate'rmk Wed Apt l2 14 :5e4, 2000 C.1MSGtt' Weston I.I%ketnlbbc tlutulp, ketnlbtic lkriJ00 02 Ht N immr/.YIfY,....I /01MPI..- •1101 -..w.l NO* ..r.l ll'MM..wY, .111* Imam. I Whir l. 111e.*I 11 S** loam 1 l LLf/r.M•■1111Yt...r111Wr'..rm 11 W-rwri 11IWW.w.r 11MIr..w.1Wr*0r11 W-.w.IW-I...1.I.Y11r...r1 •W*.emr 111M■.w.•11 SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, + RETAINED SOIL Unit weight, y Design value of internal angle or friction. d, 130.01b /ti 32.0 ° 130,0 Ib /fi' 32,0 FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight. • . 130.0 lb /fi' Equivalent intenial angle of friction. +toy 38.0 ° Equivalent cohesion, 41,44, 0,0 lb/f12 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) m 0.3073 (if batter is less than 10° Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, tir m 61.00° (see Fig. 28 in DEMO 82). Ka (external stability) IM 0.3102 (if batter is less than 10°, Ka is calculated from cq. 16. Othenwise, cq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc a 61.35 14 r* 78102 SEiSMICITY Maximum ground acceleration coefficient, o,, - 0.15 Kae (a•> 0) m 0.4067 Knc (a,. 0) la 0.2617 A Kite.. 0.1450 (see cq, 37 in DEMO 82) Seismic soil•gcogrid friction coefficient, F* is 80.0% of its specified static value. WIN }a0 1 '. AIM ,wI �' ]IMO � , 111,1 l,1, It11M MN qql / 1N..1 Republic Parking Lot Copyright 0 1948 ADAMA Engineering. Inc. owl ow VW ~II wail 1011 yowl Page 2 of W 0 License number M•US•0140 MSEW -- Meditanie:111v Stabilized Ea Republic Parking Lot Present thteltime Wed Apt 121'50.41 2000 t.M1SCW L'er.t'n 1.1 kepi'bhc Pattune keindlc'rletI Vtn 02 111ru ..W11•.• *,. 11W+ii.r.11W...rli M.W...wii 11r- ...rl. WO..... W.`i..w11 W.......i W- i.Y.i /*V $ W *i.YIi WM1 0••• 1i Oh t.. i.11/rr.wI.Wei.wsii W11i ...r11ItIVi..ri i W. W'- Ii.Y.ii wrr.. e, Y'Ir.wii INPUT DATA Ceogrids (Analysis) DATA Gcogrid Gcogrid Gcogrid Gcogrid Gcogrid Tuft Ilb /ftj 3697.0 6294.0 7533,0 5845,0 7900,0 Durability reduction factor, RFd 1.0 1.0 1,0 1,0 1.0 Installation- datnage reduction factor, RFid 1,05 1.05 1,05 1,05 1,05 Creep reduction factor. RFc 2.64 2.74 2.51 1.92 1,92 Fs- overall for strengtit N/A N/A N/A N/A N/A Coverage ratio,l7c 1.000 1.00 1.00 1.00 1.00 Friction angle along gcogrid -soil interface,'" 26,56 26.56 26.56 26,56 26.56 Pullout resistance factor, F* 0.8 /tan 4 0.8i1an 41 0.8.tnn 41 0,8.inn ¢t 0.8.Inn 4 Scale - effect correction factor, a 0.8 0.8 0.8 0.8 0,8 Variation of Lateral Earth Pressure Coefficient With Depth Z K / Kn 0.0 Oft 1.00 0 6.6 ft 1.00 ��nj6. 9.8 ft 1.00 13.1 it 1.00 9. 16.4 ft 1.00 19.7 ft 1.00 16. 26, 1.0 2.0 K / Ka 3.0 32.8 !wail Wit 1..w 11 111Pf/.. w1, 111g1w11111IliYlwwliillbr '1Aw11WF how.11MPMYww4Mil I-wit 411PV∎ w11IIP$,.w i1NpYlw wiliaRti.. w1111i1y *..w11ypIwlilwti1..wuw1W - lhaw l. wulam l. .wiiwrytwo, 1111sw1...11 WNW Sew 1I Republic Parking lot Page 3 of 10 Copyright 01998 ADAMA Engineering. Inc. license number M•US•0140 MSEW -- Mechanically Stabilized Er WaIis '-i Republic Parking Lot Ite eat t►ate/ihne. Wed Apt 12 1'30 4* 2000 C \A1Sl:tl' Vetaintt 1.l Kepobbc Patk,t,r kepubl,t 1tet 1100 111:N t..rll.yrt.rslttl*1.. 111111.1...111..r1n..t ■WhilPtewfir I t..lrtwtt1.*r.wlt6141*t.rr tWr...w uVV W1w.1Wr/ wt. wr.. wIIY.. rtwltWi.wrt.11r...+.twrtwawrr... 11 Wrb.ru INPUT DATA: Facia and Connection (Analysis) FACIA type: Facing enabling frictional connection of reinforcement (e.g., modular concrete blocks. babions) Depth/height of block is 1.0/0.7 fl. Horizontal distance to Center of Gravity of block is 0.5 ft. Average unit weight of block is yr • 75.0 lb /11' Z /Hd To- static / Tmax or To- seismic / Tmd 0.00 0.25 0,50 0.75 1.00 1.00 1.00 1.00 1.00 1.00 /.id 0.00 0.25 0.50 0.75 1,00 tap or *an 111111111.171111M1111 111111111111 11111111111110. 1.00 0.90 0.80 0.70 0,60 0,50 To-static / Tinax or To- seismic / Tmd Geogrid Type 111 Gcogrld Type 1/2 Gcogrld Type 113 Gcogrld Type 114 Gcogrld Type 115 � v u a u a CRu Q CRu a CRu 1000.0 0.90 1000.0 0,90 1000.0 0.90 1044.2 0.90 1044.2 0.90 2000,0 0.90 2000,0 0.90 2000.0 0.90 2506.2 0.90 2506,2 0.90 Geogrid Type 11 Gcogrld Type 112 Gcogrld T 'pc 113 Gcogrld T' 114 Gcogrld Type ll5 e CRs at a CRs a CRa Q e CRs 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.90 0.0 0.00 1000.0 0.90 1000.0 0.90 1000.0 0.90 1044.2 0.90 1044.2 0.89 ul Q t: Confining stress in between stacked blocks 1lb/!t'J to CRu a Tult- c7Tull n� CRs • Tpo-c / Tult In seismic analysis, To-pullout is reduced to 80% of its static value. DATA (for connection only) Type fi 1 Type #2 Type #3 Type 114 Type 115 Durability reduction factor, RFd 1,05 1.05 1,05 1,05 1,05 Creep reduction factor, RFc 2.64 2,74 2.51 1.92 1.92 Overall factor of safety: connection break, Fs N/A N/A N/A N/A N/A Ovcrall factor of safety: connection pullout, Fs N/A N/A N/A N/A N/A r-? L,aNMIP I1M Nr1•• 014, Ipt.w 1, IOW t.w"IMPV NNW MPITTomn w»rnIE low!iiaR' 11 WV . 11w■.,n new 1~1 t ...nwrtMt...Weart...udiswho itwwhumstacrImpu,ortt...uMOIwo1 Republic Puking Lot Page 4 of 10 Copyright 0 1998 ADAMA Engineering. Inc. license number 144)S•0140 vta NISEW -- Mecitanicalls Stabilized Pa'` Valls (-4) Republic Parking Lot 1lrcet t rhtelrune. Wed Apr 1: I' 50'4X 1000 AISCW Vetsum 1.11141101 a l'atkatipitetnit,ht Tier 1100 ttt.IflN •wM... Y.. I..r••W.Iw.. YAM O... I Yff, w. r1/ NV. tw.r. 1Yf.•ww.. W1•. w•..•.•• .•...11WI.w.. W•..r..W1......W. 1w 1 I W•.....Yf••.Y.. WM. •..r..W....r 1.Yf.•ww..Wf•.wrr• W. .r.* if•...... of.•wrr.i INPUT DATA: Geometry and Surcharge loads (of'n SIMPLE STRUCTURE) Design height, Hd 8.00 (ft] { Embedded depth is E = 2.00 fl. and height above top of finished bottom grade is H = 6.00 ft } Batter, ca 7,1 deg) Backsiopc, 13 18,5 (deg) Backslopc rise 1.3 in] Broken back equivalent angle. 1= 4.756 (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 (lb /fl 2J OTHER EXTERNAL LOAD(S) (S 1 J Strip Load, t •-d le 1600.0 and Qv-I = 0.0 OW =J. Footing width, b =50.0 OIL Distance of center of footing from wall face. d = 295 In] (fil depth of 0.0 IftJ below soil surface. ANALYZED REINFORCEMENT LAYOUT: SIJ SCALE; 0 2 4 6(ft) 1, Yl11kiNt. w11M11/t..elitiliWil•w111ti,1*.e$ 1111► rw.t 11 1 1106..0liP.Nt/wo11IMPIth•w11MV ow •VIM e powiiylpt wwin1111111WO• wlT{ gYtwoIlllt pt iwll1. 1Wi l• wnItWWrwrwIJk opyl... 11 {rrp0 •..•r.1 Republic Parking Lot Page 3 of 10 Copyright 0 1998 ADAMA Engineering, hie. License number M•US•0140 St A1SEW -- Mechanically abilized E; W ;ills Republic Parking Lot PretentDate? rune Wed Apt 121'!OdE2000 CW stt Vt' er. INI1. Ilkgnil.UePvinrp',kepubbe Tier I 02.I►tt+ MI* 10•••• MT. ...r.. M.....- .1MI...r. r. WW1.. 111t1Hr .rr. Y.I..... 0Wv...I. ONO two i.IM..uow I I W...._,, MI. ...r 1111...w I. S* ...r.. WI.. ••••■• • filfthr w. I Wm 4. W. t.uw, 4 MP./ Isom 11M..ww.• ANALYSIS: CALCULATED FACTORS (Static conditions) GEOGRID Elevation Len g�hType 1111 i CONNECTION Fs- overall Fs- overall Fs- overall [pullout [connection Igcogrid resistance] break) strength) Gcogrid Pullout Direct Eccentricity strength resistance sliding c/L Fs Fs Fs 1 2 4 5 6 7 0.67 1.33 2.00 3,33 4.67 6.00 7,33 14.00 14.00 14.00 14.00 1 4.00 14.00 14.00 3 11.16 3 16.97 3 11,41 3 8,06 3 7.58 3 6,70 3 4.19 7.71 12.87 9,62 8.73 11.51 16.94 31.62 8.56 14,30 10.69 9.70 12.79 18.83 35.14 8.562 14.299 10.691 9.701 12.791 18.826 35.138 ANALYSIS: CALCULATED FACTORS (Seismic condition) 77.590 123.873 88.007 71,977 85,035 111.554 184.384 2.591 2.755 2.950 3.455 4.234 5,594 8.702 - 0.0538 - 0.0627 - 0.0716 - 0.0889 - 0.1059 - 0.1227 - 0.1397 ;1, GEOGRID t, El i ion Lcngtl tTypc I t 11 19 •1 CONNECTION Fs- overall Fs- overall Fa- overall [pullout [connection ) gcogrid resistanccj break] strength) et- Gcogrid Pullout Direct Eccentricity strength resistance sliding e/L Fs Fs Fs 1 2 3 4 5 6 7 iw.NNW 0.67 1.33 2.00 3,33 4.67 6.00 7.33 14.00 3 14.00 3 14.00 3 14.00 3 14,00 3 14,00 3 14.00 3 7.43 10,20 7,35 5.33 4.80 3.91 2,02 7.13 11.37 8.78 8.06 10.42 14,77 25.08 7.92 12.64 9.75 8.95 11.58 16.41 27,86 7.924 12.637 9,753 8.953 11.575 16.409 27.862 51.648 74.505 56.710 47.604 53.832 65.158 89.107 2.174 2,345 2.549 3,081 3.910 5.361 8.629 - 0.0423 - 0.0539 - 0.0649 - 0.0854 - 0,1045 - 0.1223 - 0.1397 23 1MPr.1". "I"/"" $4.1. ""/ ."9 • /$1tp1/wUMwM..n101,...141111P01• 4011M1110/Iw.p MflrlwD0001Y -ww-G100;014..11MPYY..wrllapY f.00110000/0./wu M47100000 a000900010U10 Y1100o *Mow 101100 ~Is Republic Parking Lot Page 6 of 10 ' Copyright 1998 ADAMA Engineering. Inc. License number M•US -0140 1 i MSEW -- Mechanically Stabilized Er' —`)Walls ;' Republic Parkine Lot Nelentt)sle'rtme- Wed Apt 12 t': Alt2000 CW1SEWVentnn1. t1kepnbbePthi n,\ketnlbba Ter t1011n2.t1CN Iwfr 111. 1.-.11 Oars /1LIMO 1.+1.11 Wt 1.y.1 HMO 'ram 1110•11, lob 1 1 WV" /0,I IW *ls 1111*11 •swa111 Wt. Imam t 1 M/* I. 1 1 NW.,.... 111/1/11. Imo. 1 OW* gamma 111/*'I.Yll WW I.0, I I YYr r *or 1110* $ two. 1100 -0.1i1 BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS Ultimate bearing capacity, h -uIt 64664 (6672 1b /f19 Meyerltnfstress. e1 2357.83 2289 lb/f121 Eccentricity, e -0.62 -0,43 fJ Eccentricity, c/L -0.045 -0.030 Fs calculated 27.43 29.12 Base length 14.00 14.00 In1 SCALE: hn. 1UtelitlwwNY111.. eugrho w91 411lMi.. eii110W. 1w1111Mnwiliaglho. uloNict1.. 1, M/ 1► 1.. 1. 11Wet.. eU400 1.0,11ylYlpollWA'i1.eN1gpitI oii1ppit.. wl, Mpivoel10111110,0,11 10/P1i.. e1,163P1.11.11ipFy1....uIa1W«mu Republic Parking lot Page 7 of 10 Copyright 0 1998 ADAMA Engineering, Inc. License number MA/S.0140 41.1 MSEW -= Mechanically Stabilized Et W711s • ..y ....._..... ... .......�..........'�,,,,�.. ".. _...... ___...... Republic !':irking Lot Resent Date1 the Wed Apr 12 1^.$0.41t 2000 C.iMSCK' Version l.likeput'Uc Pattmk5kepehbe Ttetl10002 111:t4 f•r f . Yf/t /nr, 1 /gWf...11 i M1w I..1...11** 1w $ I.Ne f.r I , ee f._ 111M!• N1. /..•1111•* 1 . . 4 0 / 1Nt fn.1 11 M•t f...11 Y!4, 1.re 11Wt /. 11 W111..Y 11111(1..11 YMt1.Y1I I ••t t..r.1WI* 4....1 / W t 1..•111!4(1..4 1. DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs- static = 3.056 and Fs-seismic = 2.530 # Gcogrid Gcogrid Elevation Length 111) 1111 Fs Static Fs Seismic Gcogrid Type # 1 0.67 14.00 2,591 2.174 3 2 1.33 14.00 2.755 2.345 3 3 2.00 14.00 2,950 2.549 3 4 3,33 14.00 3.455 3.081 3 5 4,67 14.00 4.234 3.910 3 6 6.00 14.00 5.594 5,361 3 7 7.33 14.00 8,702 8.629 3 ECCENTRICITY for GIVEN LAYOUT Along reinforced and foundation soils interface: e/L static iY - 0.0446 and e/L seismic - 0.0305 # Gcogrid Gcogrid c / L c / L Gcogrid Elevation Length Static Seismic Type # 11.11 lft 1 0.67 14.00 - 0.0538 •0.0425 3 2 1.33 14.00 - 0.0627 •0.0539 3 3 2.00 14.00 - 0.0716 -0.0649 3 4 3.33 14.00 •0.0889 •0.0854 3 5 4.67 14.00 •0.1059 -0.1045 3 6 6.00 14.00 •0.1227 •0.1223 3 7 7.33 14.00 •0.1397 •0.1397 3 111gltM rwrNM/M1w•UMOM 1111 411wMMt11w11101'1..11tMwr.w+IY1 1., wt1i11Ptk miii►wrr.w.1>'•f1Piw.nVIPVI eCROW40 04401 ww11 wFrti w4t1wrrwwawaI .,,111mu1...t +MwI.wt1 torrhwl lvarn+waiwar4.+0,1f Republic Parking Lot Page 8 of 10 Copyright 0 1998 ADAMA Engineering. lac. license number M•US•0140 MSEW -- Mcch:anica1Iv Stabilized Ea'""Wails '`', Republic Parking Lot ,r W Velum 1 1■Retnll.{,c hatkitIrPeirtiblit Tict110 1 02 104 1r.rr.Y11111-.Y1,S .,.. r /YlII.�IIY11ri+w,rYM- 1••1/111111. 11 YOrrwr 1W1i toe. 11 VIM /.0Ir W-/w 1M1611.rnr11111 11,1w1. left 1-rr1111N -t ..1t Writ r11 WI* lrw 11Wr I iIInr41 •n.. r WOW 1r,." r w- tower rrY+Ir l,yrll Pteaent n s i e n m e. . wed Apt 1: 1 `.SU dR 2000 RESULTS for STRENGTH # Gcogrid Tavailablc Tmax Tind Specified Actual Specified Actual Elevation jlb /fti IIb /ft.j 11b /ftj minimum calculated minimum calculated (1lj Fs- overall Ps- overall Fs- overall Fs- overall Static static seismic seismic 1 0.67 2858 333,85 67,38 N/A 8.562 N/A 7.924 2 1.33 2858 199,90 65.98 N/A 14.299 N/A 12.637 3 2.00 2858 267,34 64.57 N/A 10,691 N/A 9.753 4 3,33 2858 294.64 61.76 N/A 9.701 N/A 8,953 5 4.67 2858 223.46 58.93 N/A 12,791 N/A 11.575 6 6,00 2858 151,83 56.12 N/A 18,826 N/A 16,409 7 7.33 2858 81.35 53.31 N/A 35.138 N/A 27,862 RESULTS for PULLOUT 11 Gcogrld Coverage Tmax Tmd Lc La Avail.Static Specified Actuni Avail.Scism, Specified Actual Elevation Ratio J1b /AJ Jlb /ftJ VII JttJ Pullout. Pr Static Static Pullout, Pr Seismic Seismic jf1J IIb /ftI Fs Fs 11b/iii Fs Fs 1 0.67 1.000 334 67 13.71 0,29 25903.2 N/A 77,590 20722,6 N/A 51,648 2 1.33 1.000 200 66 13.43 0.57 24761.6 N/A 123.873 19809,3 N/A 74,505 3 2.00 1.000 267 65 13.14 0.86 23528.0 N/A 88.007 18822.4 N/A 56.710 4 3.33 1.000 295 62 12.57 1.43 21207.7 N/A 71.977 16966,2 N/A 47.604 5 4.67 1,000 223 39 11,99 2.01 19001.6 N/A 85.035 15201,3 N/A 53.832 6 6.00 1.000 152 36 11.42 2.58 16937,2 N/A 111.554 13549,7 N/A 65.158 7 7,33 1.000 81 53 10.85 3.15 14998.8 WA 184.384 11999.0 N/A 89.107 Iw1eU1MWhu, i1f111WIw. eU owe tw111)! 1gplt+ wUMpVi11 .wU111fWt ~UMW tvow U Mp1imNftiWtwraU 114'1 ~UAtp'i is* 11 yt{ Wtwl- 1160WiwelDOMPfirw11t1*W►,rwf1 111" WO. W1111 ;W14,n.U1t1PWe.ti11aylptrtM111RW!*Mil $4.40, Republic Parking Lot Page 9 of 10 Copyright 0 1998 ADAMA Engineering. Inc. License number M•US•0140 A4SEW -- Mechanically Stabilized E :'- Walls Ptdent tkite'tuae wed Ate 1: 3'.50 4X 2000 /1V1bSs,1 .1 -,.r.l Wl,• l IW• I..YI IWI.* %--� Republic Parking Lot 1 c.\ststu. Vetcu. 1 1 •keq/ubli. Parktme Republic .lief 130002 m: I Mll. -,IWO, I..r II YI1 /w, I ore* ere. $. 1N1,.r11 Wm 11..n111N.,.wr 1 IWi.11t..11 11141,.r.1.11$....11 Ws,.. - 11 111414..10 II WNW /r 11 WY,.... 1 l wr,.. ., RESULTS for CONNECTION (static conditions) sr Geogrid Connection Elevation face, To (") (tj Reduction Reduction factor for factor for connection connection break, pullout, CRu CRs Available Available Available connection connection Geogrid strength, strength, strength, tc•bteak tc•pullout 1avaiIabte criterion criterion ifb/ftj Specified Actual (mil) (Ij Fs-overall connection bleak $ Fs- overall connection pullout Specified Actual Fs-overall Geogrid strength Specified Actual 1 0.67 334 0,90 0.49 2 1,33 200 0,90 0.45 3 2.00 267 0,90 0,40 4 3,33 295 0.90 0.32 5 4.67 223 0.90 0,22 6 6,00 152 0.90 0.13 7 7,33 81 0,90 0.05 2572 3727 2572 3392 2572 3051 2572 2375 2572 1693 2572 1017 2572 341 RESULTS for CONNECTION (seismic conditions 2858 N/A 7,71 N/A 11,16 N/A 8,56 2858 N/A 12.87 N/A 16.97 N/A 14,30 2858 N/A 9,62 N/A 11.41 N/A 10,69 2838 N/A 8,73 N/A 8,06 N/A 9.70 2858 N/A 11.51 N/A 7,58 N/A 12.79 2858 N/A 16,94 N/A 6,70 N/A 18.83 2858 N/A 31.62 N/A 4.19 N/A 35,14 Geogrid Connection Reducrion Reduction Available Available Available •Elevation tom, To facia for facia for connection connection Geogrid (d) (IMO connection connection strength, strength, strength, Weak, pullout, To-break Tc.pullout Tavailable CRu CRs =tenon citation ilb/ft) Specified Actual tbmi tbm) F*•overak connection break 1 0.67 401 2 1.33 266 3 2.00 332 4 3.33 356 5 4.67 282 6 6.00 208 7 7.33 135 Fs overall connection pullout Specified Actual Fsaverall Geogrid strength Specified Actual 0.90 0.40 2572 2982 2858 N/A 7.13 N/A 7.43 N/A 7.92 0.90 0.36 2372 2713 2858 N/A 11.37 N/A 10.20 N/A 12.64 0.90 0.32 2572 2441 2858 N/A 8,78 N/A 7.35 N/A 9.73 0.90 0.25 2572 1900 2858 N/A 8.06 N/A 5.33 N/A 8.95 0.90 0.18 2572 1355 2858 N/A 10.42 N/A 4.80 N/A 11.58 0.90 0.11 2572 814 2858 N/A 14.77 N/A 3,91 N/A 16,41 0.90 0.04 2572 273 2858 N/A 25.08 NIA 2,02 N/A 27.86 Republic Parking Lot Copyright 0 1998 ADAMA Engineering. Inc. __, - ... ww ... WWI Mati 00401 Page 10 of 10 License number M•US•0140 v APPENDIX J . • b4SEW •- Mechanically Stabilized Ea7`.4-6)Valis Republic Parking Lot t'tt ent dale /rene Wed Apt 12 1'.$1.Si 2000 C \ MSr-W V'eit11m 1.I\kepldlbe Puknig\kelnlbbeTletlAdl01KU _11111*/w1 111!6*/w 11WV1 r+ll YYV 1` Ir11YI V1w 11INr f.rlILLI111wf1LLl/VtarIlWV /w11M VI•wllSfl /w1111MV/w11 YVV1w1 /Wr'r.r 11 Y11VIr�llfiYV 1�w 11MV /w 11Yrf 1...a,IWViw 11 Y1111�r 1lMV1.1.. Republic Parking Lot PROJECT IDENTIFICATION Title: Republic Parking Lot Project Number: 7704. 001.01 Client: Pcrtcct Engineering Designer: AES Station Number: 14 +00 (fA L.L. 6, Description: Tiered vortical wall, Wall height 6 + 9 PPhi of reinforced till back fit III 32 degrees, It. % i'3'sltrrt'u?'i w , t_ S. , 7 , i rr0ttl,cdx, &up t 1,4 ....• P�.t.. 1. Company's information: Name: GcoEtt sneers, Inc. Street: 8410 154th Ave NE Redmond, WA 98052 Telephone 0: 425.861.6000 Fax #: 425-861-6050 E -Mail: Original file path and name: CAMSEW Version 1,1\Rcpublic Parking•Rcpublic,Tior1400 Original data and time of creating this filo: 4/11/2000 PROGRAM MODE: ANALYSIS of SUPERIMPOSED WALL using OEOGRID as reinforcing material, • wolewoon lugllt4a'Iwa1l1 Imo Ail4oPriv ooLI Itigollset4 Noon IA umol imilow9owul tRMtwut1loYgp, uMarines,' hm "lowillo"Pa,11111{1fIMN)∎PIPN1 nrUOWtowI isgv mow 0..01 1g111pr11111P►1gr11 Republic Parking Lot Page 1 of 10 I Copyright ©1998 ADAMA Engineering. inc. License number M•US•0140 ) MSEW — Mechanically Stabilized Et 'Walls Republic Parking Lot Pteont Nit/runt Wed Apt 12 1131.$:12000 C 5E11' Venom 1. lAitepublit PatkmOteputik.Teet MOD 01 mu ••••• "Yee 11••••■11111111011••• IMPI•teirsilt 40■•••••.111■111.•*111.1•* foro• 1 I Ilill***00. it** 1••■•■ ,I••■•rta.../ .1140.....d• 14.1011q....1110111.1..•■• le faro 1■■•*•....■1# WY. taro, Mg* 0......110•••••••■■•• ■•■•• ••••• wed* • SOIL DATA REINFORCED SOIL Uttit weight, y Design value of internal angle of friction 4, RETAINED SOIL Unit weight, y Design value of internal angle of friction, 4, 130.0 'bat 32.0 130.0 lb/fl 3 32.0 FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight,y,06, 130,0 lb/ft Equivalent internal angle of friction, +ego* 38.0 ° Equivalent cohesion. q.0,1, 0.0 lb/112 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Kn (internal stability) • 0,3073 (if batter is less than 10°, Ka is calculated from eq, 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, tit 61,00° (see Fig. 28 in DEMO 82)._, Ka (external stability) la 0.3085 (if batter is less than 10°. Ka is calculated from eq, 16, Otherwise, (xi. 17 is utilized) BEARING CAPACITY Bearing capacity coacients (calculated by MSEW): Nc • 61.35 N 78.02 SEISMICITY Maximum ground acceleration coefficient. cc. la 0.15 Kite (a.> 0) • 0.4501 Kae (aeon 0) • 0,3085 Knc • 0.1416 (see eq. 37 In DEMO 82) Seismic sollsgeogrid friction coeMcient, F* is 80.0% of its specified static value. 0—' IMIN/IMPS Nifingm0 MP !we 40100114.114401111*11~0040.004.100100.114114•000.41qhme4HOPIrlo4.0.44.W0.,,.04-4.404,-1110p(0...4110prl,{140WW..TrimphooT740F141~-11111111043...TOMEW1140.. HOW 4004. twit... awvol....01 Republic Puking Lot Copyright 0 1998 ADAMA Engineering, Inc, Page 2 of 10 License number hi•US,0140 . . ...... ... ... -. ..w .. - .1.. Y.. .110 D.• ..•. .wr Y..J .. «• MSEW -- Mechanically Stabilized Ea'Walis Republic Perking Lot • pteeetd Daterin.e; Wed Apt 12 11..k1 .3 2000 0.111151311 Ver %lan 1.1`ketn.bbc ►hltknrktkelndibt Ile/14( (11 111:N • ....11•••••••,..., sores., IWr1Y.. , iMlrr ..r.11.fr.....11Y7r.w11YYr /. 11111 ►..r 11 WV* ... -.1111rri.r11.1991...11seen...11 Y9rI..Y1I Y1.1.Iwll MV*. • 11 tr"r...Yl 1 WV* Vora 1l.e.r.w 11 Wilt .w t • 1 wr...Y 11 INPUT DATA: Oeogrids (Analysis) DATA Geogrid Gcogrid Gcogrid Gcogrid Gcogrid 1 Tuft jib /fRJ 3697M 6294.0 7533.(1 Durability reductions factor, RYPd LO 1.0 1.0 installation- damage reduction factor, Reid 1.05 1.05 1.05 Creep reduction factor, RFc 2.64 2.74 2.51 N/A N/A Fs- overall for strength N/A N/A N/A Coverage ratio, Rc 1.000 1.00 1.00 Friction angle along gcogrid -soil interface, p 26.56 26.56 26.56 Pullout resistance factor, Fio 0.8.tan 4, 0.8`tan d, 0.8'tan 4, N/A N/A Settle- effect corrcctlon factor, a 0,8 0.8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K / Kn 0,0 Oft 1.00 0 33 f1 6.6 ft 1.00 Z� g) 6. 9.8 ft 1,00 13.1 ft 1.00 9. 16.4 ft 1,00 19,7 ft 1.00 16. 26, 1.0 2.0 K /Ka 3.0 32.8 1 .npMlat,..N,MP',..04iswtym rW+ wUwMrd. n11111P1 ',.wiJMM't..1.riMilriw.�i+1wt.w tibr iv+ w.. u+ pi+.+ wljM4rr... uyrtwi. wnrrnr.+ ulwwrwlwUlw+ r+... uw�' r... uwlr++.n.uwPr....uw,vr..a+YSrI 11 Republic Parking Lot Page 3 of 10 Copyright 01998 ADAMA Engineering, Inc. License number M4.1S.0140 rr I■SEW -- Mechanically Stabilized Est Nalis f Republic Parking Lot Present Daterpne wed Apt 12 17.$1.34 2000 C VMSCN" V"etsln, l l't einddle Pukmr Republic Tier 1480 ol.NEN r1Y.rr•.* a. rl Ifltwl.rw..1M•1-rl1 f! O'.' 1wr f1Y!'. 'r.- -1rY7'01r/IMf•r�rlIIWW,-wtI WI'-.-. rrII IA. err. Yf •,wfrIf/i• /-.rrrrn►�F.�rrrWrwr I.d +rrrrrld•r•Y.rr.f••`r�rrI W,*,.rr1 Vf1-rwrr YO•.-rrI *. 1.,wrr INPUT DATA: Facia and Connection (Analysis) FACIA type: Facing enabling frictional connection of reinforcement (e.g., modular concrete blocks. gabions) Depth /height of block is 1.0/0.7 A. Horizontal distance to Center of Gravity of block is 0.5 ft. Average unit weight of block is yr = 75.0 lb/ft ' Z / Hd To- static / Tom or To- scismic / Tmd 0,00 0,25 0.50 0.75 1.00 1.00 1.00 1.00 1.00 1.00 Z / 1-ld 0.00 0.25 0.50 0,75 1.00 1.00 lap of wall 0.90 0.80 0.70 0,60 0,50 To- static / Tom or To- scismic / Tmd Gcogrid Type #1 Gcogrid Type 112 Geogrid Type #3 Gcogrid Ta�pc #4 Gcogrid T 115 e m CRu nt a CRu a CRu a �1tu a CRu 1000.0 0.90 1000.0 0.90 1000.0 0.90 2000.0 0.90 2000.0 0.90 2000.0 0.90 N/A N/A Gcogrid T ppcc #1 Gcogrid #2 Gcogrid Type #3 Gcogrid Ts'pc #4 Gcogrid Tic #5 aRs t'1 a CRa a CRs o ERs a CRs 0.0 0.00 0.0 0.00 0,0 0.00 1000.0 0.90 1000.0 0.90 1000.0 0,90 N/A N/A ttl a t= Confining stress in between stacked blocks tib /11 3J (3) CRu - Tult•c / Tult 0) CRs Tpo•c / Tull In seismic analysis. Tc•pullout is reduced to 80% of its static value. DATA (for connection only) Type #1 Type #2 Type #3 Type #4 Type #5 Durability reduction factor, RN 1.50 1.50 1.50 N/A N/A Creep reduction factor, RFc 2,64 2,64 2.64 N/A N/A Overall factor of safety: connection break, Fs N/A N/A N/A N/A N/A Overall factor of safety: connection pullout, Fs N/A N/A N/A N/A N/A wwtitiNN x1111 Iwn1I11 1YN1w• 1160011 w, w4I1g11tw1 Uy10N4wdfimPit e.1111fa01~111ifitwohwallwott iwwi110.1 1w17wwi liww11114ithwe11,PY1welIMRIV vveffixPloreelililiwhowlIWNiftwout+410wwwalimOviliproi Republic Parking Lot Page 4 of 10 Copyright 0 1995 ADAMA Engineering. Inc. License number M•US•0140 r 14 • MSE\V •- Mechanically Stabilized E Vans Republic Parking Lot Pte.aM U+Idtut e; Wed Apr 121 1...341000 C rw vetsi,44, 1.1iaepuidu MurwngtRepu1,11c.tret14W nI.NCN • • **••••, M ►/1+ .111►II 1 wow ...a,' W► /....IMO lora 0Y.* tow. IIY*► /IW 11111**,' •e t i HMi.r{11•■ l..A 11 W1/ /w /1Oen, IIInny 11Yrf /.w r1Y►V /w 11 W► • Y►► t•r 111MIi 11 INPUT DATA: Geometry and Surcharge loads (of SUPERIMPOSED wall) Design height, Hd 18.33 (li( { Embedded depth is E = 2.00 fl, and height above top of finished bottom grade is H = 16.33 fl, where 1-11 = 9,00 and 142 = 6.00 } Batter. cn 0.0 (deg,' Backslopc, 13 12.0 dcgj Backslopc rise 2.0 flj Broken back equivalent angle, 1= 3.126 (see Fig. 25 in DEMO 82) Offset of upper segment from lower one, Offset = 4.0 ft, Blackslopc2 = 18.5 deg. mid Backslope rise, S2 = 1.3 fl. UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 lib /fl z 1 ANALYZED REINFORCEMENT LAYOUT: SCALE: 02465 10 [ft] tow Men' Low uMW1.. 101 rWO► ww11r kin how SMlrtw. ITMOW w..wr1 MP, tow MOW' r...i71 Piftwe(7MIWtemptil hp.. IIMW two Ir Mq' r. wltWWr. 11.1 1IPW+.+w 1iWS` 1”I. uMp+1...1 Oww Now Il WSW l 41/1PM I.0•11 Republic Parking lot Page S or 10 Copyright 0 1998 ADAMA Engineering. Inc. License number M•US.0140 Rai ;MEW -- Mechanically Stabilized E' Walls i Republic Parking Lot Pram: D•rte1rme Wed Apt 1: 1'.21 112000 C ‘1.1Sh1•' Persona I.ItkepaiMa I'attitty Republic 'Nit 100 ttl Itfat ,..., ..a. .w.....,..•■•• ,, w.,..., ..eF„w.,. r.,...r.. w....... wr,............,..y......,. r..,w.......,w. , /...,...., w..w.. wr*was , ,.o. ,wr.. wr,w„w.,w.., w.,...,. wr,..., ANALYSIS: CALCULATED FACTORS (Static conditions) GEOGRID # Elevation Length Type (ft] Kt] # CONNECTION Fs- overall Fs- overall Fs- overall [pullout (connection (geogrid resistance] break] strength) Gcogrid Pullout Direct Eccentricity strength resistance sliding c/L Fs Fs Fs 1 2 4 6 7 8 9 10 12 13 14 0,67 1.33 2,00 3,33 4.67 6.00 7,33 0.00 0.67 1.33 2.67 4.00 5.33 6.67 12,00 2 12.00 2 12,00 2 12.00 2 12.00 2 12.00 2 12.00 2 12.00 2 12.00 2 12.00 1 12.00 1 12.00 1 12.00 1 12.00 2 ANALYSIS: CALCU 4.10 5.97 3,91 2.69 2,64 3 13.72 5,37 3.80 3,61 3.27 3,12 1.88 3.02 2.20 1.94 2.67 5,09 3.73 1,47 6.03 2.60 2,27 2.83 3.70 6,32 2.88 4.61 3.36 2,97 4.09 7,79 5.71 2,25 9.22 4.12 3.61 4.49 5.87 9.67 2.879 4,612 3.358 2.970 4,086 7.786 5.712 2,249 9,224 4,124 3.609 4,486 5.865 9.667 29,035 43.456 29.465 22.454 26.286 42.087 25.535 9.490 34,598 22.409 14.775 13.067 11.062 5.936 1,586 1.625 1.666 1.751 1,844 1.942 2.042 3,511 3,731 3,977 4,591 5.417 6.595 8,388 1C s 0,0816 0.0684 0,0550 0.0281 - 0,0001 - 0,0301 - 0.0635 0,0175 0,0114 0,0054 - 0,0069 - 0,0199 - 0,0357 - 0.0604 P•7 raw. t' &. -.'7'7 ;:,211/(. tar. t; : LATED FACTORS (Seismic conditions) OEOARID EI' lion Lcng;tT . t, j ,I CONNECTION Fs- overall Fs- overall Fs- overall (pullout (connection (geogrid resistance) brcnkj strcngtlt) Ocogrid Pullout Direct Eccentricity strength resistance sliding c/L Fs Fs Fs 2 4 6 8 9 11 13 14 0.67 2,00 3,33 4.67 6.00 7.33 0.00 0,67 1.33 2.67 4.00 5.33 6,67 12.00 2 12.00 2 12.00 2 12.00 2 12.00 2 12.00 2 12,00 2 12.00 2 12.00 2 12.00 1 12,00 1 12.00 1 12.00 1 12.00 2 2.81 3.80 2.65 1.87 1.78 1,81 0,49 2,61 7,51 3.24 2,41 2,22 1.93 1.88 2.75 2.05 1.84 2.49 4.52 3.44 1,41 5.13 2.31 2,07 2.54 3.25 5.63 2.71 4.22 3.15 2.82 3,82 6.94 5,28 2.16 7,89 3.67 3,28 4.03 5,16 8.64 2,715 4.216 3.149 2.817 3.820 6.938 5,278 2.157 7.894 3,670 3.282 4,027 5.165 8.644 19.920 27.643 19.953 15.626 17.660 25.221 16,678 6.799 18.940 13.519 9.354 8.037 6,517 3,587 0,961 0,994 1.031 1,114 1.214 1.336 1.491 2,060 2.213 2,385 2,829 3,453 4.372 5.721 0,2354 0.2089 0,1825 0.1315 0.0816 0.0328 - 0,0167 0.0592 0.0472 0,0360 0.0150 - 0.0041 - 0.0232 - 0.0470 )9.0.14 WA, km.14 *Of a.nuopt WWI e...uMlvtwwtr. tww.17101PYtwt7 Whowuwsw►. wwf4iwt..., ttwn..w nwyi..► uw+ ..+uMwr..wu spy ,«.. nit+ va,.. u wry t .,.uwow t«.atawa..1.wt+.,...0 Republic Parking Lot Copyright 0 1995 ADAMA Engineering. Inc. Page 6 of 10 License number bt•US•0140 lL SEW -- Mecitsinicnlh' Stabilized Esl�''`yVails , Republic Parking Lot Pte.ent.Meerut., Wed Apt 12 1'.31:12000 Vetsinn I.11Repuldlc Patting Republic !net f4nCO).isCN W. t..r1 1 WOO ..Y MA* .....11M,1r...`..11 MOS 0.... 11 ..t....r.li1......1, W,..w I 1 M•I...I,Y..t... l/W.t.... I WW1 #1 0 1 WI..... 1, 111* 0.. 1* V*. ti W. $...11 .YIt..u1, W. I...1, BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS Ultimate bearing capacity, ri-tilt 49309 28868 Ib /ft' Mcyerhof stress. cr 2560.38 4390 Iib /ft' Eccentricity, c 1.14 3.15 1111 Eccentricity, c/L 0,095 0,263 Fs cnlcultited 19.26 6.58 Bnsc length 12,00 12.00 MI SCALE: 0 2 4 6 8 10[f) 1.,ar1 /iOnVO...I1w IT6.701441* RTIWW11.:..7]1 hoop uilIa► r.... 11rq# t... nMSxl...nMiWtye! tr4W IMP u41474 14..•u1 00. /.o,eu w)r+000.1,,W9.00 "WOW 0w+11W r... uMwt... uwrtn ,.4.MFrb«.11MPY4a.11M{Mt.+.11 Page 7 of 10 License number M.US.0140 Republic Parlang Lot Copyright 0 1998 ADAMA Engineering, Inc, .r .. ■..I♦• ..r- .Y Sa•••■ • .Y.....+..Y.s.a.y,1Y/ •...y..Y1..4......Y.111.Ir .. MSEW -- Mechanically Stabilized E: Walls Republic Parking Lot %'te ent batdrane• Wed Apt 1: 1!:5134 2000 C_tA1.CW Vetsirm 1. Pkrpol4K Vat mg+keamb6c nett •top 01 HEN ..✓..6 10.. w../ 110. 1. 1•. 11/ lho..- M11W1..- YYI. 11' 1'.`. 46. 1,. W- .r1Y..Y'10.-r.,w. Iwo ..YI.Y'.1em I i.A +..Wi.1.YY ..Y..110.-.•• 011.1.• taw w.. 1W I t ..rI S *. *W S* *.••■•. iwY...• I. flet.-Yi, w.r1Y.. t **...... DIRECT SLIDING for GIVEN LAYOUT (for GEOGRIb reinforcements) Along rcinforccd and foundation soils interface: Fs- static = 1.936 and Fs- seismic = 1.161 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type if 11 1111 1 (1.67 12,00 1.586 0,961 2 2 1.33 1 2.00 1 ,625 0,994 2 3 2.00 12.00 1.666 1.031 2 4 3.33 12.00 L951 1.114 2 5 4.67 12,00 1,844 1,214 2 6 6.00 12.00 1.942 1.336 2 7 7.33 12.00 2,042 1,491 2 8 0.00 12,00 3.511 2,060 2 9 0,67 12.00 3.731 2.213 2 10 1.33 12.00 3.977 2.385 1 11 2.67 12.00 4,591 2.829 1 12 4.00 12,00 5.417 3.453 1 13 5.33 12.00 6.595 4.372 1 14 6.67 12.00 8.388 5.721 2 ECCENTRICITY for GIVEN LAYOUT Along reinforced and foundation soils interface: c/L static a, 0.0949 and c/L seismic gm 0.2628 # Geogrid Geogrid c / L c / L Geogrid Elevation Length Static Seismic Typo N (Ai (11 1 1.33 12 00 3 2.00 12,00 4 3,33 12.00 6 6.00 12.00 7 7.33 12.00 8 10.00 12.00 9 10,67 12,00 10 11,33 12.00 11 12,67 12,00 12 14,00 12,00 13 15.33 12.00 14 16.67 12.00 0.0816 0.2354 2 0.0684 0.2089 2 0,0550 0.1825 2 0.0281 0,1315 2 - 0.0001 0,0816 2 - 0,0301 0,0328 2 - 0,0635 - 0.0167 2 0.0175 0.0592 2 0.0114 0.0472 2 0.0054 0.0360 1 - 0.0069 0.0150 1 - 0.0199 . 0,0041 1 . 0.0357 10,0232 1 .0.0604 - 0.0470 2 C ! , IMA ..1 YIA ""Imos Page S of 10 License number M.US.0140 . . • Y•• Y....•.. Y.1 I.. •. • YA•••Oa. Y... ..r MAIL .04.. I•.....r 160 04 .w I'4SEW -• Mechanically Stabilized ErP".` Vails Republic Parking Lot P,e.ent nalettune: wed Apt 11 11.31:35 1000 C ¶%1 SEW Velum 1 14ReptiWit arian#r•kepuld.c Trf 1400 01 81a3 .•a►,. we. ..,.. Y►Yr Y*w$. ..w►.•a.i. 1W►r►r 1 WDI••r1.YYr.•w..YM ►,,w.1 r►r,. Ire. .••. i.. MOW . ►r,. WIN .,.r.. WI* .w..MIN .►r•.YKr.r4, YbrCr,.Mf► r•....., YY•.w „ w•.�r.,IH..w.. RESULTS for STRENGTH # Gcogrid Tavailab1e Tntax Tmd Elevation (1b/iii (1b /f1) (]b /ft) 2 3 4 6 7 8 9 10 11 12 13 14 0,67 1.33 2.00 3.33 4.67 6.00 7.33 10,00 10.67 11.33 12,67 14.00 15433 16,67 2188 2188 2188 2188 2188 2188 2188 2188 2188 1334 1334 1334 1334 2188 759,75 474.34 651.49 736.51 535.44 280.98 383.03 972.73 237.18 323.41 369.50 297.32 227.39 226.31 RESULTS for PULLOUT 126.18 122,21 118,18 110,18 102.12 94.12 86.12 113,47 109.44 105.47 97.41 89.41 81.41 73.35 Spccificd Actual Spccifled Actual minimum calculated minimum calculated Fs- overall Fs- overall Fs- overall Fs- overall static static seismic seismic N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.879 4.612 3,358 2,970 4.086 7.786 5.712 2,249 9,224 4,124 3.609 4,486 5.865 9,667 N/A N/A N/A N/A N/A NA N/A N/A N/A N/A N/A N/A tY Gcogrid Elevation 111 1 0.67 2 1.33 3 2,00 4 3.33 5 4,67 6 6.00 7 7.33 8 10.00 9 10.67 10 11.33 11 12.67 12 14,00 13 15,33 14 16,67 Coverage Tim Ratio lib/f11 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1,000 1,000 1.000 1,000 1.000 1.000 760 474 737 535 281 383 237 369 227 226 Told Lc (1b/ft1 (nl 126 122 118 110 942 86 113 109 105 97 89 81 La Avail.Static Specified )R) Pullo it�Pr Static 2,715 4.216 3.149 2.817 3,820 6.938 5.278 2.157 7.894 3.670 3,282 4.027 5.165 8.644 Actual Avatl.Scism, Specified Static Pullout, Pr Seismic Fs (lb/ft) Fs 11.63 11,26 10.89 10.15 9.41 8.67 7.94 10.46 10.09 9.72 8,98 8,24 7.50 6.76 0,37 0,74 1.11 1.85 2.59 3.33 4.06 1.54 1.91 2.28 3.02 3.76 4.50 5.24 22059.3 20613.1 19196,2 16537.6 14074.5 11825.3 9780,6 9231,0 8206.1 7247.3 5459.2 3885,1 2515.3 1343.4 N/A NA N/A N/A N/A N/A N/A N/A N/A 29,035 43.456 29.465 22,454 26.286 42.087 25,535 9,490 34,598 22.409 14,775 13.067 11.062 5,936 Actual Scistttic Fs 17647.4 16490.5 15357,0 13230.1 11259.6 9460,3 7824,4 7384.8 6564.9 5797,9 4367.4 3108,1 2012.3 1074,7 N/A 19,920 N/A 27.643 N/A 19,953 N/A 15.626 N/A 17,660 N/A 25.221 N/A 16,678 N/A 6.799 N/A 18,940 N/A 13,519 N/A 9,354 N/A 8.037 N/A 6,517 N/A 3,587 imediWelemItMptwogMpiw„U VP, PRIV MAW WOW IwwI4t Iww.IIIPPV1wnA1 WPM aiI Now IaVW 'gm U WIN #. mol# tar*. ww, i1MRPlw .wlIMDIwwII#14Y,wwIIINRIIwar NNW twnUWW few IIMfgtwrn WA/ iwwiI Republic Parting Lot Page 9 of 10 Copyright 0 1998 ADA1,MA Engineering. Inc. License number 1\!•US•0140 4. MSE \V -- Mechanically Stabilized Ea Nails ; Republic Parking Lot ile•nt Mien:be Wed Apr 12 11.51 52U1O C ‘MSPW VetUN, 1.I4(epubllc t'atbiI keptsI IK TfttI UMI01 10:N ,...11 W.. w„ M► r... r, 1M..I... I.. Nr,....t Y.. 1....,,...I. r,•e•.,... 11....,...,. Y.+/«.. 1. N1w.. e,, S*eI.r.lw...r.,YM......w..r.... We,..., i w...r..w+....., V*t$.. I Iwrr...,.w....o.11 w.... -, I RESULTS for CONNECTION (static conditions) >Y Geogrid Connection Reduction Elevation force, To factor for [ft) (b/111 connection break, CRu Reduction factor for connection pullout, CRs Available connection strength. 'lc-break criterion Available Available Fs- overall connection Geognd connection strength. strength, break Tc.pulkrut Tavailable criterion (lb/111 Specified Actual (11 Fs- overall connection pullout Specified Actual Fs- overall Geogrtd strength Specified Actual 1 0.67 760 2 1.33 474 3 2,00 651 4 333 737 5 4,67 535 6 6,00 281 7 7,33 383 8 10,00 973 9 10.67 237 10 11.33 323 11 12.67 369 12 14.00 297 13 15.33 227 14 16.67 226 0.90 0,90 0.90 0,90 0,90 0.90 0.90 0.90 0.90 0.90 0,90 0,90 0.90 0.90 0,49 0.45 0.40 0.32 0,22 0.13 0.05 0,56 0.52 0.47 0,38 0.29 0.20 0.11 1430 1430 1430 1430 1430 1430 1430 1430 1430 840 840 840 1430 3114 2834 2549 1984 1415 850 285 3539 3254 1737 1405 1075 744 705 RESULTS for CONNECTION (seismic conditions) 2188 2188 2188 2188 2188 2188 2188 2188 2188 1334 1334 1334 1334 2188 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA 1,88 3.02 2,20 1.94 2.67 5.09 3.73 1,47 6.03 2,60 2.27 2.83 3.70 6.32 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 4.10 5.97 3,91 2.69 2,64 3.02 0.74 3,64 13,72 5,37 3,80 3,61 3.27 3,12 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 2.88 4.61 3.36 2,97 4.09 7,79 5,71 2,25 9,22 4,12 3.61 4,49 5,87 9.67 N 0oogrrd Connection Reduction Reduction Available Elevation force, To factor for factor for connection In) Im) connection connection strength, Weak, pullout, Tcdxoak CRu CRs criterion Mint) Available Available Fs.overak connection 0eogrld connection strength, strength, break Tc.putfout Tavaitable aileron (lb/ft) Specified Actual It) Fa =overall connection fit Specified Actual Fs•overall Ord strength Specified Actual 1 0.67 886 2 1.33 597 3 2.00 770 4 3.33 847 5 4.67 638 6 6.00 375 7 7.33 469 8 10.00 1086 9 10.67 347 10 11.33 429 11 12,67 467 12 14.00 387 13 15.33 309 14 16.67 300 0.90 0.90 0.90 0.90 0.90 0,90 0,90 0.90 0.90 0.90 0,90 0.90 0.90 0.90 0.40 0.36 0.32 0.25 0,18 0.11 0.04 0.45 0,41 0.38 0.30 0,23 0.16 0,09 1430 1430 1430 1430 1430 1430 1430 1430 1430 840 840 840 840 1430 2491 2267 2039 1587 6802 228 2831 2603 1390 860 596 564 2188 2188 2188 2188 2188 2188 2188 2188 2188 1334 1334 1334 1334 2188 N NA //A N/A N/A NA N/A N/A N/A NA N/A N/A 1.77 2.75 2,05 1,84 2,49 4.52 3,44 1,41 5,13 2.31 2.07 2.54 3.25 5.63 N/A N/A N/A N/A N/A N/A N/A NA N/A N/A NA 2.81 3.80 2.65 1.87 1.78 1,81 0,49 2.61 7,51 3.24 2.41 2,22 1.93 1.88 N/A N/A N/A NA N/A N/A N/A N/A N/A 2.71 4.22 3.15 2,82 3.82 6.94 5.28 2.16 7,89 3.67 3.28 4.03 5.16 8.64 UIp11,11~ll 1.11n11.prOrmeI HOW Ow. 1111101 ffor.. U110411w4U11PYlww 'Tii0Whim,IrMrylmet nom Wow h.. Mogi Il wpm towel l tow Novell VOW 1ir11 WVrweel /1.IPPW.w11y4•v tow • / MN heft l MIPV IwoIl Republic Parking Lot page 10 of 10 Copyright 0 1998 ADAMA Engineering. Inc. License number M•US•0140 MSEW -- Mechanically Stabilized Ea ails Republic Parking Lot }'teiens bsIeRfinle Wed At I2 I'.S%:.6 2000 C AlstW Vet mn t.I lkeptd*Ite Vmtmk Repo bhc.'het MI 02 IlCN ....1.W...a . 1.Y w/...., w.... w.. MO* 11∎.. 1 .Y........Mw....l1..w. /...11wfl S.. M......,i Yl I*,.w.. Wt....l lw.........W... r.. W... .........w.•.....a... /...►....1. w.. ....t.w.....1.w.e..- 11W...r Republic Parking Lot PROJECT IDENTIFICATION Title: Republic Parking Lot Project Number: 7704. 001.01 Client: Perteet Engineering Designer: AES 0•4.4% L t. Swoon Number: 14+00 Description: .f t Simple batters V all, Wall height - 6 + 9' surcharge, Phi of reinforce d till bnckf111.Q 32 degrees a z Company's information: Name: GcoEn incurs, Inc. Street: 8410 154th Ave NE Redmond, WA 98052 Telephone H: 425-8614000 Fax iM: 425.561.6050 E -Mail: Original file path and name: C :IMSEW Version 1,11Republic Parking\.Ropublic.Ticr1400 Original date and time of creating this file: 4/11/2000 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRLD as reinforcing material. *WA 1/A law }! 41101wsl! MOJlpwwSJlQrlwu110/Pi wU1/W1fwN 11N Ir..0 W U1AVfwwU 1/WhwwiJMiP1'1vomp I VM'• ow, f! 11sYbw!! 1NPY/ w.. llll f.P' i.1wUMll Mlwlll f0► i.ww.U110Alf.f.w!!Mfwlwwl.NONVIe wTlglrf.w.Sl Republic Parking Lot Page 1 of 10 Copyright O 1998 ADAMA Engineering. Inc. License number M -US -0140 v MSEW -- Mechanically Stabilized E Walls s Republic Parking Lot PresentDetelrane: Wed Apt 121'.«:512000 CtAM%EWVenoms1.ttkepss tt's nekepuIt/c7/etM0002t1EN ,Mr!, ae it-r11 rrrt.r,11MIf..r 1 1 /.IPI t....! 111/he t..,. 111fr.`i.._, l rrr /.-r 1 1 r11.r 1 1 n #i. 1 1 Wit' iw 1 tor* f.r 111!1 -.rr 11 MtW f.r 1111* *ttr 11 Y!•••■■ 11 MY* t. .1 1 W11..r, • W- t.. e t YOr,...11 Wi.w t 1 SOIL DATA REINFORCED SOIL Unit %%!eight, y Design valuc of internal angle of friction. 4, RETAINED SOIL Unit weight, y Design value of internal angle of friction. ¢ 130,0 lb /fl' 32.0 ° 130.0 lb /ti' 32.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit we1g1tt.y,00,, 130.0 lb /ft' Equivalent internal angle of friction. 4. 38.0 ° Equivalent cohesion. 0,01b /fi 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0,3073 (if batter is less than 10 °, Ka is calculated from eq, 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, ys = 61.00° (sec Fig. 28 in DEMO 82). Ka (external stability) = 0.3228 (U batter k less than 10° Ka is calculated from eq. 16. Otherwise, eq, 17 is utilized) BEARING CAPACITY Bearing capacity coefliicients ( caiculated by MSEW): Nc = 61.35 N y s 78.02 SEISMICITY Maximum ground acceleration coefficient, cc A le 0,15 Kac (c > 0) = 014479 Kac (a0 = 0) s 0.2689 0 Knc = 011790 (sec eq, 37 in DEMO 82) Seismic soil- geogrid friction cocmcient, F' is 80.0% of its specified static value, Republic Farting lot Copyright O 1998 ADAMA Engineering. lac. .. 1 r ,wr■ „lwfw, low 1/ Page 2 of 10 License number M•US.0140 W • MSEW -- Mcchanicaliy Stabilized Enr '/alls ) Republic Parking Lot Present Deferent: Wed Apt I: 1 -.5737 2000 .` \AMSI W Ver.lnn 1.I.1tetnlbbc Patiin>e P.epi,bl,c 'bet 14 nt 0211 Irr1/ IeWe.We I VOW team 11YfF•1•• 1 t 11111*•••■• 1111WV/w11Y*t ... 1iW- .-wt.led* 1 flt1w1111.r.w1, WI ••, ,1~0 .s1,011.'t. • 11W C.. 1, s s... Ygs ....,I Wy11rw, 1 Mfv...e,, INPUT DATA: Geogrids (Analysis) DATA Gcogrid Gcogrid Gcogrid Gcogrid Gcogrid 5 1 Tuft fib/11) 3697,0 6294.0 7533.0 Durability reduction factor, RFd 1,0 1.0 1,0 Installation - damage reduction factor. RFid 1.05 1.05 1,05 Creep reduction factor, RFc 2,64 2,74 2.51 N/A N/A Fs- overall for strength N/A N/A N/A Coverage ratio, Rc 1.000 1.00 1.00 Friction angle along geogrid -soil interface, p 26.56 2(,.56 26.56 Pullout resistance fnctor, F* 0.8 /tan 4 0.8.tan 41 0.8.tnn 4 N/A N/A Scale-effect correction factor, a 0.8 0.8 0,8 Variation of Lateral Earth Pressure Coefficient With Depth 1, _yZ K1Ka 0.0 0 I 1.00 0 3,3 fl 1.00 Z (flJ 6,6 fl 1.00 6. 9.8 fl 1.00 13.I ft 1.00 9, 1614 fl 1.00 19.7 fl 1.00 16. 26. 1.0 2.0 K / Ka 3.0 32.8 5a- 6.n.14M1.1,~14Y1100.0 {4 14 111t1w. 1ul 4l1Wls l) MP/N wl1IIDVIwsi4lAYhro14111gg ....1!Nsti /rwil M4Y!- mailUNr1.w1100VVImoll WYYIww11Ylsrlr..,.14IgvY -.roll Nt11•Y.mai! PIIPI.maUBMWrewii{gp.9nsiiiPPIne silNrlthme11 Republic Parking Lot Pagc 3 of 10 Copyright 0 1998 ADAMA Engineering Inc. License number M.US4140 MSEW -- Mechanically Stabilized E. 'Walls Republic Parking Lot hrcum Wldfune Wed Apt 12 1"...S$1 2000 C 0.151:W Ven.nn 1 1.kepubhe patting kepul.he 'het l4j i 02.111.N /.r. wt. 1... 11M*...... Ie W$. w.111`..1...., w.. w 1...4....,, M.....11-. 11...1 •..-.. W 1114411...111004 4..4.I1101110rw11 .... 4.6.6.11011114..• .r. .w wrrw11 w..... 11 r.r.w.. INPUT DATA: Facia and Connection (Analysis) FACIA type: Facing enabling frictional connection of reinforcement (e.g.. modular concrete blocks, gabions) Depth/height of block is 1.0/0.7 ft. Horizontal distance to Center of Gravity of block is 0.5 (t. Average unit weight of block is yr = 75.0 lb/fl, Z /Hd To- static / Tntax or To- seismic / Tmd 0,00 0.25 0.50 0,75 1.00 1.00 1.00 1.00 1.00 1.00 Z / Hd (1.00 (1,25 0.50 0.75 1.00 'rap or wall 1.00 0.90 0,80 0.70 0.60 0,50 To- static / Tmax or To- seismic / Tmd Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Ta�pc #4 Geogrid T 115 a t'i CRu "1 a CRu v CRu a CRu o CRu 1000.0 0.90 1000.0 0.90 1000.0 0.90 2000.0 0.90 2000.0 0.90 2000.0 0.90 N/A N/A Geogrid 14 1 Geogrid Tal #2 Gcogrid Type #3 Geogrid Tvi c #4 Geogrid Type #5 a CRa Rs v CRs 0.0 0.00 0.0 0.00 0.0 0.00 1000.0 0.90 1000.0 0,90 1000.0 0.90 N/A N/A 0) e • Confining stress in between stacked blocks jib/ft Al CRu • Toltec 1 Tult 0) CRs Tpo-c / Tult In seismic analysis. Tc- pullout is reduced to 80% of its static value. DATA (for connection only) Durability reduction factor, RFd Creep reduction factor, RFc Overall factor of safety; connection break. Fs Overall factor of safety; connection pullout, Fs Type #1 Type #2 Type #3 Typo #4 Type #S N/A N/A 1.50 2.64 N/A 1.50 2.64 N/A ,1,50 2.64 N/A N /AA N/A N/A 1 • well NW two 1; Ml YtwnmM00ww UMW hoe UMW hoe II MPthemo V (.w RiAIIR'. wn. TMW NOV liUplweITORFWIlme-0MP/ hoop MOW hoop r, WO* 11w-.ifiWW....-7.W1t fin. t.MP? WNW I... OPP".w.. AMY 01.•"WSWNoea Republic Parking lot Page 4 of 10 Copyright O 1998 AAAMA Engineering, Inc. license number M•US -0140 1111.. 1111 1111 1111 MSEW -- Mechanically Stabilized Ea l''w*Nyalis Republic Parking Lot PteYent bete/rime Wed Apt 121" ,$7.912000 ; tMStW Vetslnn 1,1%kepublit 1' sbtigtkei thIie.Tie1140002.DEN .awl, Wit.. I S WI. 0..-I l hill Y- 11 rl*I.rilWrlrrrl lbr,w111 se.I 1.WrIw 11 /Irl11Wr1..11 Yrr /wr11 Wri•or it Mr* II.r111Wrir -Il Y7rI-r11 W* Iw I1WV/w1111rr10r• 11 Wr /w111Nr /wr1/ INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 8.00 ft1 { Embedded depth is E = 2.00 fl, and height above top of finished bottom grade is H = 6.00 ti ) Batter, fn 7,1 deg Backslopc, p 26,6 deg] Bnckslopc rise 3.0 ft) Broken back equivalent angle. 1 = 10.62° (sec Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0,0 jib/11'j OTHER EXTERNAL LOAD(S) [51j Strip Load, Qv-d 1600.0 and Qv -I = 0.0 jib /ft 111 Footing width, be -15.0 (ftI. Distance of center of footing from wall face, d = 14.0 (tit (t depth of 0,0 11i1 below soil surface, ANALYZED REINFORCEMENT LAYOUT: S1j SCALE: 0 2 4 6 IN 6. 011trYlrm4flint /w-11111P!Ilnl #MprwallMlrlYYm 01if #! t1 M' Iwm4llQawauN11- YlimiNMPMl raatl aqn/ rsoUMilN# ww111ari llwntllygalhYwl! IIIPIr wiwll MWlrmliWYlrwkMp' II1YIlllanitsama1WliNe wiiMA'Iwnl1 Republic Parking Lot Page S of 10 Copyright 0 1998 ADAMA Engineering, Inc. License number M•US -0140 MSEW -- Mechanically Stabilized E, :Walls Republic Parking Lot Present thletfCne Wed Apt 12 17$R2000 C ki1SCW Vettton 1.1+kepubbc Parkmgtkepubbe Tier 140002.U1 N • . 1 4 1 fW- /w1116 •w1IYf- 1. ..r1M -'tnrI IWM...W 11.ls-,w,l Mt* 1.Y 11111✓- 1.r.1S*tt1WI IM - -1wI tea* .w,11•M1..w 11111* 1S. rII. 1∎ •••••,1111y- 1*r1 ,.. 11W -1 0 1111 -M1v.* 11 ANALYSIS: CALCULATED FACTORS (Static conditions) • 1 1 .. - i • 1 GEOGRID II Elevation ion Le (gtltTypc CONNECTION Fs- overall Fs- overall Fs- overall (pullout (connection (gcogrid resistance) break] strength] 1 Gcogrid Pullout Direct Eccentricity strength resistance sliding c/L Fs Fs Fs 1 0.67 12,00 2 8.76 2 1.33 12.00 2 13,22 3 2,00 12.00 2 8.82 4 3,33 12.00 2 6.13 5 4.67 12.00 2 5.60 6 6.00 12.00 2 4.70 7 7.33 12.00 2 2.58 4.02 6.67 4,95 4.42 5.67 7.91 12.96 6,15 10,21 7,57 6,76 8,67 12.10 19,82 6.152 10,206 7,568 6.759 8,665 12.104 19.823 ANALYSIS: CALCULATED FACTORS (Seismic conditions) GEOORID # Elevation Lc (gthtTypc ll • 1 , CONNECTION Fs- overall Fs- overall Fs- overall [pullout (connection (gcogrid resistance) break) strength] 52.432 82,960 58,461 46,745 53,400 66,268 96,095 M. I 1.735 1.809 1.892 2.092 2.363 2,753 3.394 - 0,0324 - 0.0474 - 0.0626 - 0.0932 - 0.1249 - 0.1582 - 0,1946 Geogrid Pullout Direct Eccentricity strength resistance sliding c/L Fs Fs Fs 1 0.67 12.00 2 5.82 2 1.33 12.00 2 7.95 3 2.00 12.00 2 5.70 4 3.33 12.00 2 4.08 5 4.67 12.00 2 3,60 6 6,00 12.00 2 2.84 7 7.33 12.00 2 1.38 3.73 5,73 5,726 34,843 1.447 - 0.0098 5.93 9,11 9.109 49.903 1.534 - 0.0294 4.54 6,96 6.962 37,763 1,634 - 0.0488 4.11 6.29 6.295 31.110 1,874 - 0.0857 5.18 7,95 7,954 34,315 2,200 - 0,1217 7.05 10.83 10.829 40,084 2,660 - 0.1573 10.91 16.78 16.783 51,379 3.375 - 011945 lw,wii1.11ll•wwi11/iftMmlI 11N1 / 1-w1 INW 44wU11/00...44 I ww*,..11i wittw.1U ylil/i. -41i ii`iwl11- 01,iww+1 Vine r*AiiU11Pth..Ubl O * *iIIMY tyro l l IOW /vow liIgYtw., II NOW Noel WM Iliow II WM,hPoo1 l YIFViwwUWV NOW, 1 Republic Parking lot Page 6 of 10 Copyright Q 1998 ADAMA Engineering. Inc. license number M•US•0140 ig f ..•— •.� •.r 4■1•1...wr Y.w.au .. Y.w.rM Y,. .Y.a• • Y..:..•• •: YJ.•..0.....4.1a•.`y`V •a.s. Y10•14..0 Yla ..rw. Y•l• tar. ••• .wr•.Y 1. 1..r..Yaa •rwr MSEW -- Mechanically Stabilized Ed ails Republic Parking Lot Ptetlent D te/rutle. Wed At 12 1'7_47:39 2000 C \\.MSrW Vetsxm t.t'•kepublle Parbrrg.Repubbc Tres 140002.NCt1 i.Y./ l Ilse Irr l I lhf.` Ia.w 11111fe 1.w.I IN'YIaV+.I11!11.' I.+I.I I IIIe /.r l I W. 10.11 / Yl1I •....l t Ye111•.•• 1 I uw.` I...1IMO* I.V.I I Ye. I.. I I Ice. I.wy l l Y41.`IM.I Wee 1.4• 1 0 . 1 . • 1 Y/1• I..w I I 61111, to .11 W* 11r 11 Wv I*.e I I IN *.1in l l BEARING CAPACITY for GIVEN LAYOUT Ultimate bearing capacity, h -ult Meycrhof stress, ch. Eccentricity, e Eccentricity, c/L Fs calculated Base length STATIC SEISMIC UNITS 58767 59544 11b /11 21 2038.30 2021 Ilbj ft 21 -0.21 0.13 -0,017 0,011 28.83 29.46 12.00 12.00 VII SCALE: 0 2 4 6 (ft] 1wngillP0 g wilM.1 rhow1i 11Wa' 1. ..1111.40.U►1!i/wwill4PW1ww11MP" pro UNYIww1 4W. IhlwU111PlIwI. IU11 ri1. wI UiTM11w r1 !1t3WIw.1111/I*Y1.wi111r1iIINO 4410I••U 111Fitlwe11414Peiwiti VW 'MO' WOO*. /VW ~I' Republic Parking Lot Page 7 of 10 Copyright *1998 ADAMA Engineering. Inc. license number M•US.0140 1§ v ig ken ., ... .. .. ��...w .r., r.. .....,.Nn...r.. r.. ..W . rv..a.......r........r.. •••- 4* . 4.. .r a•.«... r.. .... r.. .... MSEW -- Mechanically Stabilized E, :Walls ? Republic Parking Lot Pitied bate/tot . Wed Apt 1217 ;57.39 2000 C:Uf tW Version 1 14tepubbc Perimp■keputdre Tier 1400 02 MN farm whir /wIIYfJI1.r. 1111l Ir /wII111M /wll W.) 1lll /r.- IIIbI 111I /.rllICI Iw11WI Comm f 111.1+ /wi1110.Iw01I.**l. I1Wr/ wIIIMI *iwf1Wo1rIIIt1I /w.IIillrf.Y.I IW1•/-r111pr/w I. DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface. Fs-static= 2.084 and Fs- seismic = 1.710 # Gcogrid Gcogrid Elevation Length Ift1 (1t1 1s Static Fs Seismic Gcogrid Type # 1 0.67 12.00 1.735 2 1.33 12,00 1.809 3 2.00 12.00 1.892 4 3,33 12.00 2,092 5 4.67 12,00 2.363 6 6.00 12.00 2.753 7 7.33 12.00 3.394 ECCENTRICITY for GIVEN LAYOUT 1,447 1.534 1.634 1.874 2.200 2.660 3,375 2 2 2 2 2 2 2 Along reinforced and foundation soils interface. c/L static . 0,0172 and e/I, seismic s 0.0108 # Gcogrid Oeogrid c / L e / L Oeogrid Elevation Len Static Seismic Type # 1 0,67 12.00 .0,0324 .0.0098 2 2 1133 12.00 .0.0474 . 0.0294 2 3 2.00 12,00 . 0.0626 .0.0488 2 4 3.33 12.00 .0.0932 .0.0857 2 5 4.67 12.00 . 0.1249 .0.1217 2 6 6.00 12,00 .0.1582 .0.1573 2 7 7.33 12.00 .0.1946 .0.1945 2 Republic Perking Lot Copyright 0 1998 A1»AMA Engineering, Inc. IRO ▪ 1,. r i r r r wool ▪ twee MOW lX twooll �rt Page 8 of 10 License number M'US.0140 i MSEW -• Mechanically Stabilized En ")Valis rTh Republic Parking Lot Naiad e rdt a Wed Apt I: I'.51,34 2000 C \AtSr W Vertien 1.1 •Repnbbe t'Eking',Repllbbc 'net I400 02 tlt:N I..r11I.rve..rff usr•••• l 1Mrrl.r. .Mw 1.r11 Wr /..r.. Wr1....11 Wr l* .1 Wr Crams 11 1MM►I.rtIMl *r.r11 Wr I.r1. Wr..r11 Ws1....11 Wr1.r 11 IIrrl.rl . Wr /w11M11r1..w, 1 Wr..... 1 N7s1.. -11 Ws1r.11 IM ►1.. I, RESULTS for STRENGTH # Gcogrid Tavailabie Tutu Tmd Specified Actual Spccificd Actual Elevation [ib /ftJ (1b /RJ (Ib /itI minimum calculated minimum calculated in] Fs- overall Fs- ovcrail Fs- overall Fs- overall static static seismic scistnic 1 0.67 . 2188 355,58 72.48 N/A 6,152 N/A 5.726 2 1.33 2188 214,35 70,72 N/A 10,206 N/A 9.109 3 2.00 2188 289.08 68.94 N/A 7.568 N/A 6,962 4 3,33 2188 323.66 65.40 N/A 6.759 N/A 6,295 3 4,67 2188 252,47 61.84 N/A 8.665 N/A 7,954 6 6.00 2188 180,74 58.30 N/A 12,104 N/A 10.829 7 7.33 2188 110,36 54.77 N/A 19,823 N/A 16,783 RESULTS for PULLOUT # ©eogrid Coverage Tmnx Ttnd Le La Avail.Static Specified Actual Avail.Seistn. Specified Actual Elevation Ratio (lb /11J (Ib /lj (ft] fill Pullout, Pr Static Static Pullout, Pr Seismic Seismic (1tJ (Ib /!tJ Fs Fs (Ib /ftI Fs Fs 1 0.67 1.000 356 72 11.71 0.29 18643.9 N/A 52,432 14915.1 N/A 34.843 2 1.33 1.000 214 71 11.43 0,57 17782.5 N/A 82.960 14226.0 N/A 49.903 3 2,00 1.000 289 69 11.14 0,86 16899.6 N/A 58,461 13519.7 N/A 37,763 4 3.33 1.000 324 65 10,57 1,43 15129,6 N/A 46.745 12103.7 N/A 31.110 5 4.67 1.000 252 62 9.99 2.01 13482.0 N/A 53,400 10785.6 N/A 34.315 6 6.00 1.000 181 58 9.42 2158 11977.2 N/A 66.268 9581,8 N/A 40,084 7 7,33 1.000 110 55 8.85 3.15 10605.3 N/A 96,095 8484.2 N/A 51.379 t. urlUMlrlewU( IIIPIIwAUNIPVNIeeUlAYtewUb1PVlemliIIN9ar1IAYleesfn ielleleMp1JI11erN'teewUJla fowl iMgr Nu elllt1' 1woiI1I liYle.wUIgpYHwUI/1V1ewIsVPlow tlrtWlwrll IMP I erU1111MLwUIgY1ewU100Lr.11 Republic Parking Lot page 9 of 10 Copyright 0 1998 ADAMA Engineering. Inc. license number A14US.0140 r1 MSEW -- Mechanically Stabilized E. Walls Republic Parking Lot • 1 ptbenl DeteFrtme Wed Apt 12 1':31:54 2000 CAMSt'' ' Versuel 1 1' Pat it ke publie Tier 1400 02 IltN Ilrlt�r' I�r111M►' iwt1Kim .►r 111e1wi •tt,rt,Yfl1.r11Y1 ►f *r1/YI►f.r11 Wt1w1 1MK•fw111M411.w11M ► /.w.11W►rrrw IISVWt.r1,W► /w11 WWfor11WWfSra11111r ►i*r11 W► tw 11 W►ewt /M►rrw t■ RESULTS for CONNECTION (static conditions) Geogrid Connection Reduction Reduction Available Available Available Elevation force, To factor for factor for connection connection Geogrid (11j (1b111) connection connection strength, strength, strength, break, pullout, Tc•break Tc•pulbut Tavadable CRu CRs criterion criterion (b /fl) Specified Actual (brtt) (brrq Fs•overall connection break Fs-overall connection pullout Specified Actual Fs-overall Good strength Specified Actual 1 0,67 356 0.90 0,49 2 1.33 214 0,90 0.45 3 2.00 289 0,90 0.40 4 3,33 324 0.90 0.32 5 4.67 252 0.90 0.22 6 6.00 181 0,90 0.13 7 7.33 110 0.90 0.05 1430 3114 1430 2834 1430 2549 1430 1984 1430 1415 1430 850 1430 285 RESULTS for CONNECTION (seismic conditions) 2188 N/A 4.02 N/A 8.76 N/A 6.15 2188 N/A 6,67 N/A 13.22 N/A 10.21 2188 N/A 4.95 N/A 8.82 N/A 7.57 2188 N/A 4.42 N/A 6.13 N/A 6.76 2188 N/A 5.67 N/A 5,60 N/A 8,67 2188 N/A 7.91 N/A 4,70 N/A 12,10 2188 N/A 12.96 N/A 2.58 N/A 19.82 Geognd Connection Reduction Reduction Available Elevation fora, To factor for factor fa connection (tit 1ibi►Il connection connection strength, break, pullout, Tco Teak CRu CRs criterion (IbM) Available Available connection Geogrid strength, strength, Tc•putloul Tsvailable criterion (brit) Specified Actual lbf11) Fs•overall connection break Fmoverall connection pullout Specified Actual Fs•overall Geoprk! strength Specified Actual 1 0.67 428 0.90 0.40 2 1.33 285 0,90 0.36 3 2.00 358 0.90 0.32 4 3.33 389 0.90 0.25 5 4.67 314 0.90 0.18 6 6.00 239 0.90 0.11 7 7,33 165 0.90 0.04 1430 2491 2188 N/A 3.73 N/A 5.82 N/A 5.73 1430 2267 2188 N/A 5,93 N/A 7.95 N/A 9.11 1430 2039 2188 N/A 4,54 N/A 5.70 N/A 6.96 1430 1587 2188 N/A 4.11 N/A 4.08 N/A 6.29 1430 1132 2188 N/A 5.18 N/A 3,60 N/A 7.95 1430 680 2188 N/A 7.05 N/A 2.84 N/A 10.83 1430 228 2188 N/A 10,91 N/A 1.38 N/A 16.78 1 Republic Parking Lot Copyright 01998 ADAMA Engineering, lac. IRq tit Itlwl I_ IOW I WOW tr111 " /pw, IN1&11 WON NM Page 10 of 10 Licenss numbs, WS-0140 i Section d`'2 MODULAR CONCRETE RETAINING WALL PART 1: GENERAL 1.01 Description A. Work shall consist of furnishing and construction of a KEYSTONE Retaining Wall System or equal in accordance with these specifications and in reasonably close conformity with the lines, grades, design, and dimensions shown on the plans. B. Work includes preparing foundation soil, furnishing and installing leveling pad, unit drainage fill and backfill to the lines and grades shown on the construction drawings. C. Work Includes furnishing and Installing geogrid soil reinforcement of the type, size. location, and lengths designated on the construction drawings. 1.02 Related Sections A. Section 02100 - Site Preparation B. Section 02200 - Earthwork 1.03 Reference Documents A. American Society for Testing and Materials (ASTM) 1. ASTM C -1372 Specification for Segmental Retaining Wall Units 2. ASTM 0422 Particle Size Analysis 3. ASTM D-898 Laboratory Compaction Characteristics of Soil - Standard Effort 4. ASTM D -4318 Uquid Limit Plastic Limit and Plasticity Index of Soils 5. ASTM 0-4595 Tensile Properties of Geotexdles - Wde Wdth Strip 8. ASTM D -5262 Unconfined Tension Creep Behavior of Geosynthedcs 7. ASTM D -3034 Polyvinyl Chloride Pipe (PVC) 8. ASTM D -1248 Corrugated Plastid Pipe B. Geosynthetic Research Institute (GRI) 1. GRI -GG4 Determination of Long Tem Design Strength of Geogrids 2. GRI -GG5 Determinadon of Geogrid (soil) Pullout C. National Concrete Masonry Assoaadon (NCMA) 1. NCMA SRWU -1 Test Method for Determining Connection Strength of SRW 2. NCMA SRWU -2 Test Method for Determining Shear Strength of SRW 1.04 SubmIttsle1Cerdfcatlon A. Contractor shall submit a Manufacturer's c,ertiritation, prior to start of work, that the retaining wall system components meet the fie uirements of this specification and the structure design. 8. Contractor shall submit construction drawings and design calculations for the regaining wall system prepared and stamped by a Professional Engineer registered in the state of the project The engineering designs, techniques, and material evaluations shall be in accordance with the KEYSTONE Design Manual, NCMA Design Guidelines For Segmental Retaining Wails, or the AASHTO Standard Specifications for Highway Bridges, Section 5.8 (whichever is applicable to designer). C. Contractor shall submit a test report documenting strength of specific modular concrete unit and geogrid reinforcement connection. The maximum design tensile load of the geogrid shall be equal to the laboratory tested ultimate strength of geogrid / faring unit connection at a maximum normal force limited by the 'Hinge Height' of the structure divided by a safety factor of 1.5. The connection strength evaluation shall be performed in accordance with NCMA test method SRWU -1. 1.06 Quality Assurance A. Contractor shall submit certification, prior to start of work, that the retaining wall system (modular concrete units and specific geogrid): 1) has been successfully utilized on a minimum of five (5) similar projects. i.e., height, soli till types, erection tolerances, etc.; and • 2) has been successfully installed on a minimum of 1 million (1,000,000) square feet of retaining walls. 8. Contractor shall submit a list of five (5) previously constructed projects of similar size and magnitude by the wail installer where the specific retaining wail system has been constructed successfully. Contact names and telephone numbers shall be listed for each project C. Contractor shall provide evidence that the design engineer has a minimum of five years of documentable experience in the design for reinforced soil structures. The design engineer shall provide proof of current professional liability Insurance with an aggregate coverage limit of not less than $2,000,000. D, Owner shall provide soil testing and quality assurance inspection during earthwork and wail construction operations. Owners quality assurance program does not relieve the contractor of responsibility for wall performance, 1.01 Delivery, storage and Handling A. Conductor shall check all materials upon delivery to assure that the proper type. grade, color, and certification has been received. 8. Contractor shall protect all materials from damage due to jobsite conditions and in accordance with manufacturer's recommendations, Damaged materials shall not be incorporated . into the work. SUMO Y.. PART 2: PRODUCTS 2.01 Definitions A. Modular Unit - a concrete retaining wall element machine made from portiand cement. water, and aggregates. B. Structural Geogrid - a structural element formed by a regular network of integrally connected tensile elements with apertures of sufficient size to allow interlocking with surrounding soil, rock, or earth and function primarily as reinforcement. C. Unit Drainage Fill - drainage aggregate which Is placed within and immediately behind the modular concrete units. D. Reinforced Backflll - compacted soil which is placed within the reinforced soil volume as outlined on the plans. 2.02 Modular Concrete Retaining Wail Units A. Modular concrete units shall conform to the following architectural requirements: face color - concrete gray - standard manufacturers' color may be specified by the Owner. face finish - sculptured rock face in angular tri- planer conflguradon. Other face finishes will not be allowed without written approval of Owner, bond configuration - running with bonds nominally located at midpoint vertically adjacent units, in both straight and curved alignments. exposed surfaces of units shall be free of chips, cracks or other Imperfections when viewed from a distance of 10 feet under diffused Iighdng. B. Modular concrete materials shall conform to the requirements of ASTM C1372 - Standard Specificadons for Segmental Retaining Wall Units, C. Modular concrete units shall conform to the following structural and geometric requirements measured in accordance with appropriate references: compressive strength a 3000 psi minimum; absorption ix 8 % maximum (6% in northern states) for standard weight aggregates: dimensional tolerances : lir from nominal unit dimensions not including rough split face, a1/16" unit height - top and bottom pl'an's; unit size - 8" (H) x 18" (W) x 18' (D) minimum; unit weight - 100 Ibs/unit minimum for standard weight aggregates; inter -unit shear strength - 1500 Of minimum at 2 psi normal pressure; gecgrid/unit peak connection strength -1000 plf minimum at 2 psi normal force. D. Modular concrete units shall conform to the following constructability requirements: vertical setback = 1/8'± per course (near vertical) or 1'+ per course per the design; alignment and grid positioning mechanism - fiberglass pins, two per unit minimum: maximum horizontal gap between erected units shall be - 1/2 inch. 2.03 Shear Connectors A. Shear connectors shall be 1R inch diameter thermoset isopthalic polyester resin- pultruded fiberglass reinforcement rods or equivalent to provide connection between vertically and horizontally adjacent units. Strength of shear connectors between vertical adjacent units shall be applicable over a design temperature of 10 degrees F to + 100 degrees F. B. Shear connectors shall be capable of holding the geogrid in the proper design position during grid pre- tensioning and baddUling. 2.04 Base Leveling Pad Material A. Material shall consist of a compacted crushed stone bast or non - reinforced concrete as shown on the construction drawings. 2.05 Unit Drainage F10 A. Unit drainage fill shall consist of dean 1' minus crushed stone or crushed gravel meeting the following gradation tested In 'accordance with ASTM D-422; 12t pprcant_ Passing 1 inch 100 3/4 Inch 75 -100 No.4 0 -10 No. 50 0.5 8. One cubic foot, minimum, of drainage fill shall be used for each square foot of wall facs. Drainage fin shall be placed within cons of, between, and behind units to meet this requirement. 2.06 Reinforced Backflq A. Reinforced backfill shall be free of debris and meet the following gradation tested in accordance with ASTM D -422: Sieve Size Percent Passing 2 inch 100 -7S 3/4 inch 100 -75 No. 40 0-60 No. 200 . ' 0 -35 Plasticity Index (PI) <15 and Liquid Limit <40 per ASTM D -4318. B. The maximum aggregate size shall be limited to 3/4 inch unless field tests have been performed to evaluate potential strength reductions to the geogrid design due to damage during construction. C. Material can be site excavated soils where the above requirements can be met. Unsuitable soils for backlit! (high plastic clays or organic soils) shall not be used in the backflll or in the reinforced soil mass. D. Contractor shall submit reinforced fill sample and laboratory test results to the Architect/Engineer for approval prior to the use of any proposed reinforced fill material. 2.07 Geogrld Soil Reinforcement A. Geosynthedc reinforcement shall consist of geogrids manufactured specifically for soli reinforcement applications and shall be manufactured from high tenacity polyester . yam or high density polyethylene. Polyester geogrid shall be knitted from high tenacity polyester filament yam with a molecular weight exceeding 25,000 Megan and a carboxyl end group values less than 30. Polyester geogrid shall be coated with an impregnated PVC coating that resists peeling, cracking, and stripping, B. Ta, Long Term Allowable Tensile Design Load, of the geogrid material shall be determined u follows: Ta • Tult 1(RFcr'RFd"RFid•FS) Ta shall be evaluated based on a 75 year design life. • 1, Tult, Short Tenn Ultimate Tensile Strength Tut is based on the minimum average roll values (MARV) 2. RFcr, Reduction Factor for Long Term Tension Creep RFc r shall be determined from 10,000 hour creep testing performed In accordance with ASTM 05262. Reduction value t 1,80 minimum. RFd, Reduction Factor for Durability RFd shall be determined from polymer specific durability testing covering the range of expected sal environments. SFd z. 1.10 minimum. 4. RFid, Reduction Factor• for Install' Damage ••" RFid shall be determined from p ct specific construction damage testing performed in accordance with GRI -G04. Test results shall be provided each product to be used with project specific or more severe soil type. RFid a 1.10 minimum. 5. FS, Overall Design Factor of Safety FS shall be 1.5 unless othenrise noted for the maximum allowable working stress calculation. C. The maximum design tensile load of the geogrid shall not exceed the laboratory tested ultimate strength of the geogrid/faeing unit connection as limited by the 'Hinge Height' divided by a factor of safety of 1.5. The connection strength testing and computation procedures shall be in accordance with NCMA SRWU•1 Test Method for Determining Connection Strength of SRW. D. Soil Interaction Coefficient, CI CI values shall be determined per GRI:GGS at a maximum 0.75 inch displacement Manufacturing Quality Control includes QC testing an indelpendent laboratoryring quality control program that The QC testing shall include: Tensile Strength Testing Melt Flow Index (HDPE) Molecular Weight (Polyester) 2.08 Drainage Pipe A. If required, the drainage pipe shall be perforated or slotted PVC pipe manufactured In accordance with ASTM x3034 or corrugated HDPE pipe manufactured in accordance with ASTM D -1248. PART 3 EXECUTION 3.01 Excavation A. Contractor shall excavate to the ling and grades shown on the construction drawings. Owner's representative shall inspect the excavation and approve prior to placement of leveling material or MI soils. Proof roil foundation area as directed to determine if remedial work is required. 8. Over - excavation and replacement of unsuitable foundation soils and replacement with approved compacted fifl will be compensated as agreed upon with the Owner. 3.02 Rase Leveling Pad A. ° -Leveling-pad material shall be placed to thelines -and grades shown on the construction drawings, to a minimum thickness, 8 inches and extend laterally a minimum of 8" in front and behind -the Modulo' Mall unit, sarrowa 41 s 1 1 B. Soil leveling pad materials shall be compacted to a minimum of 95 % Standard Proctor density per ASTM D.698 C. Leveling pad shall be prepared to insure full contact to the base surface of the concrete units. 3.03 Modular Unit Installation A. First course of units shall be placed on the leveling pad at the appropriate line and grade. Alignment and level shall be checked in all directions and insure that all units are in full contact with the base and property seated. 8. Place the front of units side -by -side. Do not leave gaps between adjacent units. Layout of corners and curves shall be in accordance with manufacturer's recommendations. C. Install shear /connecting devices per manufacturer's recommendations. Place and compact drainage fill within and behind wall units. Place and compact backflll soli behind drainage fill. Follow wall erection and drainage fill closely with structure backflli. E. Maximum stacked vertical height of wall units, prior to unit drainage Ail and backflli placement and compaction, shall not exceed two courses. 3.04 Structural Geogrid Installation A. Geogrld shall be oriented with the highest strength axis perpendicular to the wall alignment. B. Geogrid reinforcement shall be placed at the strengths, lengths, and elevations shown on the construction design drawings or as directed by the Engineer. C. The geogrid shall be laid horizontally on compacted backfll and attached to the modular wall units. Place the next course of modular concrete units over the geogrid. The geogrid shall be pulled taut and anchored prior to backfll placement on the geogrid, D. Geogrid reinforcements shall be continuous throughout their embedment lengths and placed side -by -side to provide 100% coverage at each level. Spliced connections between shorter pieces of geogrid or gaps between adjacent pieces of geogrid am not permitted. 3.05 Reinforced BackfIU Placement A. Reinforced backfil shall be placed, spread, .and compacted In such a manner that minimizes the development of slack In the geoid and Installation damage. K ;1 Reinforced backfill shall be placed and compacted in lifts not to exceed 6 inches where hand compaction is used, or 8 - 10 inches where heavy compaction equipment is used. Lift thickness shalt be decreased to achieve the required density as required. /9w57 o qa� C. Reinforced b ckfili shall be compacted to 9646 of the maximum density as determined by ASTM . The moisture content of the backfill material prior to and during compaction shall be uniformly distributed throughout each layer and shall be *ref be4c��Q Frye s4 .Z. �� O (" wire . eP hs”t444.• estblc tll.NT�1�+. • Re- 0. Only lightweight hand - operated equipment shall be allowed within 3 feet from the tail of the modular concrete unit E. Tracked construction equipment shalt not be operated directly upon the 'geogrid reinforcement A minimum fill thickness of 8 inches is required prior to operation of tracked vehicles over the geogrid. Tracked vehicle turning should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. F. Rubber tired equipment may pass over geogrid reinforcement at slow speeds, less than 10 MPH. Sudden braking and sharp fuming shall be avoided. Q. At the end of each day's operation, the Contractor shall slope the last lift of reinforced bacicfill away from the wall units to direct runoff away from wall face. The Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site. 3.08 Cap Installation A. Cap units shall be glued to underlying units with an all- weather adhesive recommended by the manufacturer. 3.07 As -built Construction Tolerances A. Vertical alignment : t 1.5" over any 10' distance, B. Wall Batten within 2 degrees of design batter. C. Horizontal alignment t 1.5' over any 10' distance. Comers, bends, curves t 1 ft to theoredcal location. 0. Maximum horizontal gap between erected units shall be 1/2 Inch. 3.08 Field Quality Control A. The Owner shall engage Inspection and testing services, including Independent laboratories, to provide quality assurance and testing services during construction. Thls does not relieve the Contractor from securing the necessary construction control testing during construction. B. Testing and inspections services shaU only be performed by qualified and experienced technicians and engineers. • , NY . r') As a minimum, quality assurance testing should include foundation soil inspection. soil and backfili testing, verification of design parameters, and observation of construction for general compliance with design drawings and specifications. MEASUREMENT AND PAYMENT Stumm 9 tilt K. Geo Engineers Republic Parking c/o Perteet Engineering, Inc. 10209 Bridgeport Way Southwest, Suite C. Lakewood, Washington 98499 Attention: George Reynolds /Jacob Kunthara June 15.2001 Additional Design Calculations Keystone Retaining Wall at Office Building Quik Park of' Washington Tukwila. Washington File No. 7704-001-01 INTRODUCTION This supplemental letter presents our design calculations and typical design section for the tiered Keystone retaining wall that is planned along the east side of the office building for the Quik Park of' Washington parking lot, in Tukwila, Washington. The site is located along South 158th 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 a letter dated April 30, 2001 documenting our previous design calculations for other Keystone retaining walls on the project. The design presented in this letter is supplemental to our report dated December 20, 1999 and our letter dated April 30, 2001. The wall design should be used in conjunction with our previous recommendations. The wall design Is based on a preliminary drawing provided to us from Perteet Engineering, which is shown on Figure 1. DESIGN METHODOLOGY The wall design methodology was completed in general accordance with the AASHTO MSE wall design guidelines. We used the MSEW (version 1.1) wall design program developed by ADAMA Engineering, Inc. for our analyses, Based on our analyses and the typical wall geometry shown on Figure 1, the recommended design Keystone retaining wall section is shown on Figure 2. We have also attached the results of our MSEW analysis and design. GeoEngineers. Inc. 8410 154th:tsenue N.E. Redmond.' %9805. Telephone (435) 861.1000 F;ts (425) 861-6050 wrgenengine recant ,• CORRECTION nri �7f RECEIVED CITY OF fl,IKV /ILA CrNTER Republic Parking et )erteet Engineering June 15,2001 Page 2 SOIL PROPERTIES The soil properties assumed in the design are shown below. Soil Properties Soil T • e Unit Weight, y c Friction Angle, 4 de : rees Cohesion, c s Reinforced gackfili 130 Goo rid Connection 0 Retained Soil 130 2 0 Foundation Soil 130 38 0 LOADS Calvin Jordan (Calvin Jordan Associates) provided the building and sidewalk loads above the walls. The building floor load is 75 psf. The wood sidewalk loading is 90 psf and the edge of the building is located 6 feet behind the face of the upper wall. The recommended maximum allowable soil bearing pressure is equal to 2,000 psf. The horizontal ground acceleration coefficient used in the seismic design for the walls is 0.15g per the AASHTO recommendation for seismic design of MSE walls. MINIMUM FACTOR OF SAFETY The following minimum factors of safety were used in the design. Minimum Factor of Safety Factor o Safety Static Loading Seismic Loading Gco , rid Pullout 1.5 1.1 Goo rid Connection 1.5 1.1 Overturning_ 2 1.5 Sliding 1.5 1.1 ___ ®earing Capacity 2 1.5 The soil•googrid interaction coefficient is equal to 0.80. ALLOWABLE BEARING PRESSURE Maximum allowable bearing pressure equal to 3,000 psf for the walls, which includes a factor of safety of at least 2, This value assumes that the walls are founded on dense undisturbed glacial till, or on structural fill compacted to at least 95 percent maximum dry density (MDD) obtained in general accordance with the ASTM D 1557 test procedure that directly overlies dense glacial till. Wall subgrade conditions should be evaluated and approved by the geotechnical engineer during construction. GeoEnsincers File No. 7704.001.01.1130 Republic Parking c, erteet Engineering June 15.2001 Page 3 A maximum allowable bearing pressure of 2,000 psf was used for design of the foundations for the building. We recommend that fill placed below and within 10 feet of the building footprint be compacted to at least 95 percent of the maximum dry density MDD. If on-site soils can not be compacted to this minimum requirement, 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). Wall backfill below or beyond 10 feet from the building footprint should be compacted to at least 90 percent of MDD, except within the upper 2 feet under pavement and hardscape areas, which should be compacted to at least 95 percent MDD, GROUND WATER The maximum elevation of the ground water table was assumed to be below the bottom of the lower wall. The walls were designed assuming that adequate back drainage will be provided and that all ground water seepage encountered during construction will be intercepted such that it does not impact the performance of the walls. NOTES Construction of the building and the wood deck may interfere with the upper geogrid(s). Wo recommend that the footings for the building be designed and constructed such that continuous wall footings do not penetrate the geogrids. Isolated column supports for the wood deck may penetrate the geogrid(s) at periodic locations. We recommend that the penetrations be made in accordance with the manufacturer's recommendations. We do not recommend placing utilities on the west side of the building that will interfere with the geogrids. We also recommend that vegetation in the landscape areas between (or above) the walls have low irrigation needs. The Keystone retaining walls should be constructed in accordance with the specifications shown on the project drawings and in accordance with the manufacturer's construction guidelines and specifications. Tho Keystone walls should bo installed by a contractor who is a certified installer of Koystono walls, GooHn;ineors File No. 7704.001.01.1130 Republic Parking nrteet Engineering • June 15, 2001 Page 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. Robert C. Metcalfe, P.E. Senior Engineer EXPIRES 4 / 11 / RCM:MSR:nhja PAOCA116001703WallDeslinLuldoc Attachments OsoEnsineirs Mary S. utherford, P.E. Principal Fit{ No, 7704401,01.1130 • Juu2 MIOI 0 1 - 35mm Drawing# 1 1 J .v15C -- mecnamcally bldb111Leu CIlr"`'�Valis .A Republic f'arktng P►Iiwl G,Ia7wie iM Jw,1! 111015 2001 7 1 P.t7177b100NA1:MSEW (mat tK,ed III;N NNWA en!wr•;'. 15 2!! I. LL. t?! lde. 1.9! l!M1..! 0t•!' +. X11! ww• T•• ! 1? w*!eIAllirtr!!1L4!S•!!1L/rn.r+{j _••...!!! •-• 1 11 .P:•••••ir 4011?."r tew.-r• t'?! M..r�.�„r Republic Parking PROJECT IDENTIFICATION Title: Republic Parking Project Number: 7704001.04 Client: Perim Engineering Designer: aes Station Number. Description: Wall Section X -X'. Tiered wall total height 14.5 feet (7.5 + 7) , OM ce Building Surcharge 75 psf, footing 131 psf, deck 90 psf. /o Ail. e►� +6 n, 4114 // crv+r+-- 0C • Q wc• -1(, Company's information: Name: OeoEngineers, Inc. Street: 8410 154th Avenue Northeast Redmond, WA 98052 Telephone N: 425 861.6000 Fax N: 425 861.6050 E•Mai: Original file path and name: P:\717704001\01\MSEW\Ofiice Tiered.BEN Original date and time of creating this filo: Fri Jun 08 07:50:09 2001 PROGRAM MODE: ANALYSIS of SUPERIMPOSED WALL wing GEOORID u reinforcing material. 'wn1 IMP Wm1•MN Nap •r , l / ri...Tf.yi howl •Mw1.•.17M♦, Vow iWMtow f ■.wl• NON q.(i1w Now ;NMI ....f %M••w.il Is/14m mew . n mg •..+•+w...iA.wti..•IIMA ...A10. ....••.,w •...a .■.•...•. Republic Parkin` Page 1 of 10 Copyright 01998.001 ADAMA Engineering. Inc. License number M•US•0140 ,titsr w -- ;viecnatucaliy Staoutzen Lk'" Walls Republic Parking Irede twr✓rwe k1 hw 131110 e3 2001 t t11J1tk4001%011M5EW Ofrlee tined DEN tims12A""Wioe—ko.L' th•eYL_at'l!"' t ,.. r". iw!.r ti. w. .A.+.41yM!... 1.! Ma' "rL1.-4,w, t. rJ0w !rr±�.,rwrrr.1 10w+1.wjtrw 'Jog t ,W."".i..."t....!ir!�..rllrw SOIL DATA REINFORCED SOIL Unit weight, v Design value of internal angle of friction, RETAINED SOIL Unit weight, v Design value of internal angle of friction, 130.0 lb /ft 32.0 ° 130.0 lb /ft 32.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, v,„„ti, 130.0 lb /ft Equivalent internal angle of friction, jam. 38.0 ° Equivalent cohesion, c,i 0.0 lb /ft' Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) " 0.3073 (if batter is less than 10 °, Ks is calculated from eq. 11 Otherwise, eq. 38 is utilized) Inclination of internal slip plane, we 61.00° (see Fig. 28 in DEMO 82). Ka (external stability) IN 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefcienu (calculated by MSEW): Nc a 61.35 N y• 78.02 SESMICITY Maximum ground acceleration coefficient, a ,+ 0.15 Kae (a„> 0) I. 0.4368 Kee (wag 0) •10.3073 A Kse is 0.1295 (see eq. 37 in DEMO 82) Seismic soil•8eogrid friction coefficient, P is 80.0% of its specified static value. • 1 I iww111eiekoIg Men vow VW WINO. IMPo w/. iNOhp, .fMNwwi mow lwlTllaiiwwll Y.w.l1i/iMwl`i0-1.1..7f/1•silan ..rTf1A0vimi weN..ljMwl....111wvow Republic Parking Page 2 of 10 Copyright 0 199$.2001 ADAMA Engineering, Inc. License number M -US -0140 .vawl « -- .vie ctiaineally Stabilized la wails r•vkl, Republic Parking M O N O Onttriers Frl i1.0 IS 1 i )0 43 2001 r .?1 01001941 MSE WOR,te Tilted KM ..ftL . .w....irk,..!.!!V.'g:4.'.'+11' te rLaWryiertwootSwJ!tti!tr+VAle 115 �! 11. f�!.' ��!,. w� ..r,ern,.wr�M;;r.-j.r!�r.lrN.ar i.w.«r, I on Hem INPUT DATA: Geogrids (Analysis) DATA Geoj rid Geogrid Geogrid Geogrid Geogrid Tavailabie 1Ib /Aj Durability reduction factor, RPd Installation - damage reduction factor, RFid Creep reduction factor, RFc Fs- overall for strength Coverage ratio, Rc tae. 1334.0 2188.0 2858.0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 1.000 1.00 1.00 Friction angle along geogrid -soil interface, p 21.33 21,33 21.33 Pullout resistance factor, P• 0.8.tan .0.S'tan 4 0. 8.tan $ N/A N/A Scale-effect correction factor, a 0.8 0.8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K /Ka Oft 1.00 3.3 R 1.00 6.6 ft 1.00 9.8 ft 1,00 13.1 ft 1.00 16.4 R 1,00 19.7 ft 1,00 0.0 0 Z (R) 6. 9. 16. 26. 32.8 1.0 2.0 K /Ka 3.0 Irvine .,,,...w ..w - ..o,.11 1I .... INV ,�,1 ,I Republic Parkins Copyright 0 1998.2001 ADAMA Engineering, Inc. I:. I I Mom M..n i ow 4.4,11 INN 1.,.71140C4wu IMIV■ww1 MM ow I Pap 3 of 10 License number M•US -0140 1 k eelbt;« •• .viecnanicuuy btaoiltzed Walls Republic Parking Proem tbteT� Fri )wt 13 II ?04 :001 ► 1T77WOOI1eIWSEw.b11'.eeTeednt:N •!Sly`jS:•1.r ...v.vg.. ∎...l,.,10 1•■•• t waw..1 Tr��., rrnar, ,.w+�.r.,�rM.ir.�.!'.1_ril!!!!• , /, r%v.. waft tr. , , NSA 1ore IfirrtO,V 1 Mirk 44610 el YIN . _ . No. III.* O%Om, rA„r INPUT DATA: Facia and Connection (Analysis) FACIA type: Facing enabling frictional connection of reinforcement fem., modular concrete blocks, gabions) Depth/height of block is 1.75/0.67 R. Horizontal distance to Center of Gravity ofblock is 1.00 R. Average unit weight of block is yr *g 145.00 lb/ft Z / Hd To-static / Tmax or To-seismic / Tmd 0.00 0.25 0.50 0.75 1.00 Oeogrid Type #1 a t!b•bret l 1000.0 2100.00 2000.0 2100.00 Oeogrid Type 01 a Tc•pullout» 0.0 0,00 1000.0 2100.00 1,00 1.00 1.00 1.00 1.00 Oeogrid Type in a Te.break 1000.0 3840.00 2000.0 3840.00 Oeogrid Type #2 a Tc- pullout 0.0 0.00 1000.0 3840.00 Z / Hd 0.00 0.25 0.50 0.75 1.00 Top of *01 1.00 0.90 0.80 0.70 0.60 To- static / Tmax or To- seismic / Tmd Geogrid Type #3 Oeogrid Type 114 a Tc•break a Tc- break 1000.0 5130,00 2000.0 5130.00 N/A Oeogrid Type #3 a Tc•pullout 1000.0 5 130.00 tit a - Confining stress in between stacked blocks Ilb/R'1 (1) Available connection strength. Tc•break criterion (ib/Rl p! Available connection strength, Tc•pullout criterion (Ib/R) In seismic analysis, Tc- pullout is reduced to 80% of its static value. DATA (for connection only) Product Name Long -term connection strength, Tc- available Overall factor of safety: connection break, Fs Overall factor of safety: connection pullout, Fs Type #1 Tense„ 1/000.00 N/A Oeogrid Type #S a Tc -break N/A Oeogrid Type #4 Geogrid Type #S a Tc•pullout a Tc- pullout N/A N/A Type #2 r._ Tense„ N/A .� N/A Typo #3 Teen,. 1/000.00 N/A Typo #4 N/A N/A Type #5 NA N/A 0.50 Hatt awl woo 11 MR* on 144.1-4//s 41 *owl, rYe Mow, 1,M.1•11 WOO.. 111.1*0.10) 00.1-41010. TIAINPNw WNW *OM MOM ne I NM Immo r+ on w b...i woo 4~44 on 4..,�wil•N0•4 Republic Parking Page 4 of 10 Copyright 0 1998.2001 ADAMA Engineering, Inc. License number M•US -0140 J .vtpt Mecnantcatty btabiltted EC Walls. ' Republic Parking heed fleeting rn hin 1$ 11 M:1•12 2001 P '.t 1204001W 1 :MSEWdffiie Tied IAN .,.'! ::.M�.�!1lL.Ir•.M ���.�r.�.•.. �.r �..1.......1}.x.o -4 111" 11! s- 111x!!�T LLB!wl..w+�..y..+.. wry. w.. .+.1.�.�w.lg.1.�r..li.A.wwJ..w 1.r 11.r�..w1l.w.uw11 N. t.... r.M!....1..r.%ow I..r.. INPUT DATA: Geometry and Surcharge Toads (of SUPERIMPOSED wall) Design height, Hd 14.50 [ft] { Embedded depth is E = 1.50 ft, and height above top of finished bottom grade is 11 = 13.00 ft, where HI = 6.00 and 112 = 6.00 } Batter. Backslope, p Backslope rise 0.0 ideal 0.0 {deg) 0.0 [ft] Broken back equivalent angle, 1= 0.00° (see Fig, 25 in DEMO 82) Offset of upper segment from lower one, Offset = 6.0 ft, Blackslope2 =11,3 deg, and Backslope rise, S2 =1.0 ft. UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [Ib /ft'J OTHER EXTERNAL LOADS) [S11 Strip Load. Ov -d = 2000.0 and Ov1= 0.0 f lb /ft'1. Footing width. b =1.3 rft1. Distance of center of footing from wall face, d = 6.5 (ft) @ depth of 1.5 [ft) below soil surface. (S2) Strip Load. Ov. d = 0.0 and 0..41 = 90.0 rib /ft '1. Footing width. b=4.0 rftl. Distance of center of footing from wall face, d = 4.0 [ft] (Qa depth of 0.0 (ft) below soil surface, (S3) Strip Load. Ov -d = 75.0 and 0v1= 0.0 flb/ft Footing width, b =16.0 (ftj. Distance of center of footing from wall face, d 14.0 (ft) @ depth of 0.0 (ft) below soil surface, ANALYZED REINFORCEMENT LAYOUT: S2)[s1] SCALE: 0 2 4 6 8 10 [ft] S3] illORM 11w1111110 1•%04100 .w11./41■w..• *i10N-iwnl WIPO 1AT11OI1Mow i 11011, Wow imp arOgo Volow wow bow ii S4.ITaro.w.A woo O.. 11po ww.11 OM Now iW.-1'A111/..oM I l ten .wI Republic Parking Page 5 of 10 Copyright C 1998.2001 ADAMA Engineering, Inc. License number M -US -0140 L�t�>rw -• iviectianicauy ataoulzed t Walls P e.M Ma/Mu Fri he 1311 )0 43 2001 tam) Republic Parking F 1T1161061Y111MSEW.OMee Tined DEN ..w-.-.. n.ww !y n _ 2_, von tw...p -w.wr n -w..wr.. a..w.. •011•.a..a wws **on u,�- ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity. Fs = 35.96, Meyerhof stress = 1772 lb/f12. lion Inierfgce:_Duect siidina. Fs 2.367. Eccentricity. e/L = 0.0214. Fs- overtutninQ 4.64 1 2 3 4 6 7 8 9 0.67 1.33 2.67 4.67 6.67 8.00 9.33 11.33 13.33 13.00 13.00 13.00 13.00 13.00 7.00 7.00 7.00 7.00 2 2 2 2 2 2 2 2 2 7.96 8.43 5.42 5.42 1 .64 8.15 6.20 4,54 8.04 9.42 7.74 13.20 11.74 12.35 10.87 13.49 26.76 4,58 5.37 4.41 7.52 6.69 7.03 6.19 7.69 15.25 4.581 5,367 4.408 7.519 6.691 7.034 6.192 7.685 15.247 40.915 44.556 31.335 41.224 27.345 14.601 9.100 5.645 3.192 1.516 1.554 1.634 1.754 1.860 1.886 2.181 3.025 25.165 0.0071 Tensar UX .. - 0.0075 Tensar UX .. - 0.0388 Tensar UX .. - 0.0933 Tensar UX .. •0.1668 Tensar UX .. - 0.0301 Tensar UX .. - 0.0806 Tamar UX .. - 0.1675 Tensar UX .. .0.2880 Tensar UX .. ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs Me 28.16, Meyerhof stress - 2002 lb /R'. 1.1 1 GEOGRID # Elevation Length Type • • 1 0 1 i =ee CONNECTION Fs.overall Fs- overall Fs-overall (pullout (connection (maid resistance] break] strength] Geogrid Pullout Direct Eccentricity strength resistance sliding e/L Fs Fs Fs Product name 1 2 3 4 6 7 8 9 11.33 2.67 4.67 6.67 8.00 9.33 11.33 13.33 13.00 13.00 13.00 13.00 7.00 7.00 7.00 7.00 2 2 2 2 2 2 2 2 5.58 5.81 3.86 5.98 4,55 3.19 7.05 8.12 6.88 11.09 10.20 11.07 9,97 12.36 23.48 •re" N6 : Awes" e c pr`n .Li. t41 w,•(, Pit. 41.4. 4 oVe:.n 4.02 4.63 3.92 6.32 5.81 6.31 5.68 7.04 13.38 4,015 4.626 3.923 6.316 5.811 6.308 5.680 7.043 13.377 28,693 30.725 22.311 27.702 18.999 10.475 6.678 4.138 2.241 1.067 1.114 1.464 1.637 1.780 1,287 1,531 2.195 8.180 0.0561 0.0346 - 0.0309 .0.0879 .0.1611 0.0253 .0.0402 .0.1386 .0.2550 Tensar UX ., Tensar UX .. Tensor UX .. Tensar UX ., Tensor UX .. Tensor UX ., Tensar UX .. Tensar UX .. Tensar UX ., 4..14 64 .► 7d- 4.4.10c, e 145 4 % h (4n f•aC. a /a OW, 'goat A •c /1 Sat: 4%,cI /C ,gel / rc4iL 1 i 11010 11W1-pH.1/1t.6w... . .u.8.1 N..1 .11111111b.w 111.19 NNW ..f/.ww 1141” 1.r1j111.1VA./I woad*,, wTiYmwe4 -.0N1ffw.w.i7i411..w.lY41.►h..QMA' ''I/llwN' .in'-�•u Mn'.wa Republic Puking Page 6 of 10 w..s Copyright 0 1998.2001 ADAMA Engineering, Inc. License number M•0S -0140 GEOGRID CONNECTION Fs- overall Fs- overall Fs- overall Geogrid pullout Direct Eccentricity Product # Elevation Length Type (pullout (connection fgeogrid strength resistance sliding e/L name (R] (R] # resistance] break] strength] Fs Fs Fs 1 2 3 4 6 7 8 9 0.67 1.33 2.67 4.67 6.67 8.00 9.33 11.33 13.33 13.00 13.00 13.00 13.00 13.00 7.00 7.00 7.00 7.00 2 2 2 2 2 2 2 2 2 7.96 8.43 5.42 5.42 1 .64 8.15 6.20 4,54 8.04 9.42 7.74 13.20 11.74 12.35 10.87 13.49 26.76 4,58 5.37 4.41 7.52 6.69 7.03 6.19 7.69 15.25 4.581 5,367 4.408 7.519 6.691 7.034 6.192 7.685 15.247 40.915 44.556 31.335 41.224 27.345 14.601 9.100 5.645 3.192 1.516 1.554 1.634 1.754 1.860 1.886 2.181 3.025 25.165 0.0071 Tensar UX .. - 0.0075 Tensar UX .. - 0.0388 Tensar UX .. - 0.0933 Tensar UX .. •0.1668 Tensar UX .. - 0.0301 Tensar UX .. - 0.0806 Tamar UX .. - 0.1675 Tensar UX .. .0.2880 Tensar UX .. ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs Me 28.16, Meyerhof stress - 2002 lb /R'. 1.1 1 GEOGRID # Elevation Length Type • • 1 0 1 i =ee CONNECTION Fs.overall Fs- overall Fs-overall (pullout (connection (maid resistance] break] strength] Geogrid Pullout Direct Eccentricity strength resistance sliding e/L Fs Fs Fs Product name 1 2 3 4 6 7 8 9 11.33 2.67 4.67 6.67 8.00 9.33 11.33 13.33 13.00 13.00 13.00 13.00 7.00 7.00 7.00 7.00 2 2 2 2 2 2 2 2 5.58 5.81 3.86 5.98 4,55 3.19 7.05 8.12 6.88 11.09 10.20 11.07 9,97 12.36 23.48 •re" N6 : Awes" e c pr`n .Li. t41 w,•(, Pit. 41.4. 4 oVe:.n 4.02 4.63 3.92 6.32 5.81 6.31 5.68 7.04 13.38 4,015 4.626 3.923 6.316 5.811 6.308 5.680 7.043 13.377 28,693 30.725 22.311 27.702 18.999 10.475 6.678 4.138 2.241 1.067 1.114 1.464 1.637 1.780 1,287 1,531 2.195 8.180 0.0561 0.0346 - 0.0309 .0.0879 .0.1611 0.0253 .0.0402 .0.1386 .0.2550 Tensar UX ., Tensar UX .. Tensor UX .. Tensar UX ., Tensor UX .. Tensor UX ., Tensar UX .. Tensar UX .. Tensar UX ., 4..14 64 .► 7d- 4.4.10c, e 145 4 % h (4n f•aC. a /a OW, 'goat A •c /1 Sat: 4%,cI /C ,gel / rc4iL 1 i 11010 11W1-pH.1/1t.6w... . .u.8.1 N..1 .11111111b.w 111.19 NNW ..f/.ww 1141” 1.r1j111.1VA./I woad*,, wTiYmwe4 -.0N1ffw.w.i7i411..w.lY41.►h..QMA' ''I/llwN' .in'-�•u Mn'.wa Republic Puking Page 6 of 10 w..s Copyright 0 1998.2001 ADAMA Engineering, Inc. License number M•0S -0140 - �:v1ecnauicafy Stanwzetl L•t� • Wall$ �crpuwiu faint :111g Present rii�e*rine E� Jon IS i Jo Is 2001 r a t7nr0aItoItMS /IWOIree Tteed atH '• 4! Lrhl o.wjjw.. r��rw....i� my" .....6004,,w1;.wr are MO .....Woe•.«mal∎ • �.ywive mitt rnl1rN tow iiw+,Z.rii W!..H.0 VW/ !..ri ir• tor1iw •••• i iMr.O.w BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS Ultimate bearing capacity, q•ult 63726 56393 f 1b /ft 21 Meyerhof stress, a, 1771.9 2002 f lb /ft') Eccentricity, e 0.22 0.94 [ft) Eccentricity, e/L 0,017 0.072 Fs calculated 35.96 28.16 Rase length 13,00 13.00 [ft) S3j • SCALE: 4 2 4 6 8 10 (ftj Wet M••,i1011KNAi,iM1.giiMN *mop ii YIP 41.1.0i1Mt NNW iTIM,'5.., MOM% MOi /QM Yw. lT1MIMwil1MiMmTi t enO 01Mri.,. 11" 1- MVMs7i, MVMw lT1Mr'.. w- fl"I"M.., IM4'ti ...i7.M,....iiMI ►."...IA!1".i1 Republic Parkins Page 7 or 10 Copyright 0 1998.2001 ADAMA Engineering, inc. License number M•US -0140 vlbL sv ,vtecnanicall Stabilized :ai alts Republic Parkibg ►teseo4Osierrime rti hot 1511JO,s:001 rail /MOpiW1UNSbW.Alrse Tilted bCN milit w_l. w.// N` .. r,. i. tt. r.,. 1p. *....Irwtowi1- w ,.wt.w∎.iw. omb iw.,� rw.f..f,w!.rttwit war. t tw..... iw ....t.uw....oi.Mr..rte owe .�. ��.. DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs- static 2.367 and Fs- seismic t. 1.638 >� Geogrid Geogrid Elevation Length (ft] (ft] Fs Static Fs Seismic Geogrid Type # Product name 1 0.67 13.00 1.516 1.067 2 Tenser UX 1 SOOSB 2 1.33 13.00 1.554 1.114 2 Tenser UX 1500SB 3 2.67 13.00 1.634 1.464 2 Tenser UX 1500SB 4 4.67 13.00 1.754 1.637 2 Tenser UX 1500S13 5 6.67 13.00 1.860 1.780 2 Tenser UX 150058 6 8.00 7.00 1.886 1.287 2 Tenser UX 1500SB 7 9.33 7.00 2,181 1.531 2 Tenser UX 1500SB 8 1 1,33 7.00 3.025 2,195 2 Tenser UX 1500SB 9 13,33 7.00 25.165 8.180 2 Tenser UX 150058 ECCENTRICTTY for GIVEN LAYOUT At interface with foundation: e/L static - 0,0214, e/L seismic - 0.0779; Overturning; Fs- static =4.64, Fs- seismic is 3.25 1f Geogrid Geogrid Elevation Length (ft] (ft] e/L e/L Static Seismic Geogrid Type Product name 1 0.67 13.00 2 1.33 13.00 3 2.67 13.00 4 4.67 13.00 5 6.67 13.00 6 8.00 7.00 7 9.33 7.00 9 11.33 7.000 0 0.0071 0.0561 2 Tenser UX 1500SB - 0.0075 0.0346 2 Tensor UX 1500SB - 0.0388 - 0.0309 2 Tensor UX 1500513 - 0.0933 - 0.0879 2 Tenser UX 1500SB - 0.1668 - 0.1611 2 Tenser UX 1500SB - 0.0301 0.0253 2 Tenser UX 1500SB - 0.0806 - 0.0402 2 Tenser UX 1500S0 - 0.1675 - 0.1386 2 Tensor UX 1500SB - 0.2880 - 0.2550 2 Tensor UX 1500S8 Republic Puking Copyright 0 1998.2001 ADAMA Engineering, Inc. was MS* OM %pm 1111111, New I hiNt 1111n ■was Page 8 of to License number M.US -0140 evl,u tb btaotttzed � Walls kcpubitc Narking hesel* ()letting Fri Jun 1311 10 43 2001 ►'.7.1100111+01 MSEW0111te Tiered 1104 wr.�.���_w�tee.11M'r: �!!'L •1+'!t .l�!'lllYR ul.1....ti !itr.i,011tet wr.1 eifte teal 11w1 s rlltiost.. M11,1•••• . t4011 trt0w.r.).1llre.1 rt1 earl Nal11..w wel l Wee .w•.wn.r...w11 *Prom r,,,� RESULTS for STRENGTH # Geoerid Tavailabie Tmax Tmd (ft) Specified Elevation (Ib /ft) (lb /ft] (lb/ft) minimum static Actual Specified calculated minimum Fs- overall Fs- overall static seismic Actual calculated Product Fs- overall name seismic 1 0.67 2188 477.67 67.23 N/A 4.581 N/A 4.015 Tenser UX .. 2 1.33 2188 407.71 65.28 N/A 5.367 N/A 4.626 Tenser UX .. 3 2,67 2188 496.41 61.33 N/A 4.408 N/A 3.923 Tenser UX .. 4 4,67 2188 290.98 55.43 N/A 7.519 N/A 6.316 Tenser UX .. 5 6,67 2188 326.99 49.53 N/A 6.691 N/A 5.811 Tenser UX .. 6 8.00 2188 311.05 35.79 N/A 7.034 N/A 6.308 Tenser UX .. 7 9,33 2188 353.33 31.87 N/A 6.192 N/A 5.680 Tenser UX .. 8 11.33 2188 284.71 25.96 N/A 7.685 N/A 7.043 Tetuar UX .. 9 13.33 2188 143.50 20.06 N/A 15.247 N/A 13.377 Tensar UX ., RESULTS for PULLOUT • Oeogrid Coverage Tmax Tmd Le La Avail Static Specified Actual Avai ,Seism. Specified Actual Elevation Ratio (lb/ft) (lb/ft) (ft) (ft) Pullout. Pr Static Static Pullout. Pr Seismic Seismic (ft) (1b/ft] Fa Fs (Ib/ftJ Fs Fs 1 0.67 1.000 478 67 12.63 0.37 19543.8 N/A 40.915 15635.1 N/A 28.693 2 1.33 1.000 408 65 12.26 0.74 18165.6 N/A 44.556 145315 N/A 30,725 3 2.67 1.000 496 61 11.52 1.48 15554.9 N/A 31.335 12443.9 14/A 22.311 4 4.67 1.000 291 55 10.41 2.59 11995.4 N/A 41.224 9596.3 N/A 27.702 5 6.67 1.000 327 50 9.30 3.70 8941.6 N/A 27.345 7153.3 N/A 18.999 6 8.00 1.000 311 36 6.72 0.28 4541.7 N/A 14.601 3633.3 N/A 10.475 7 9.33 1.000 353 32 5.99 1.01 3213.3 N/A 9,100 2372.3 N/A 6.678 8 11.33 1.000 285 26 4.88 2.12 1607.1 N/A 5.645 1285.6 N/A 4.138 9 13.33 1.000 144 20 3.77 3.23 458.1 N/A 3.192 366.S N/A 2.241 .I,Ilvim *Pp l li Oft 11,.01/414.11 Tlap .w,lt41pi-igmTl Wag 1104. Nw Mal IMP , a 11 40111+00i( WIN V.1.111 WO. W r11YM/riw• .wII HNI'11•11 11lw�w,1' ten 4W! .1 bin l.en 111/' VOW II Iwo .ow 1 1 e ms ." Republic Puking Page 9 of 10 Copyright 0 1998.2001 ADAMA Engineering, Inc. License number M•US -0140 IL/ l 7.1 •JSU ►► -- alauunted harm",kails Republic Parki' g Prelim Djie7ins Fri lain 15 11.3015 2001 ►171770400ri01VASEW ORke Tiered BEN wt.,/ *Tot.' :tqw.t : Ito! ., owsr.... hf• 41r1 .iA!.rr1 ..11•41-1,!.*LLMlit....! w••••1/10N r!►!r.yMww. PO. .rj. RESULTS for CONNECTION (static conditions) E Geoprid Connection Reduction Redudon Available AvaNSbk Available Fs-overall Elevation force, To factor for factor for connection oonnecton Geo9rid connection (tit (m1 connection connection strength, strength, strength, break break, pullout Tc break Tapullout Tays4able CRu CRs a$erion criterion (Ibinj Specified Actual 1t1 (1 1 0.67 478 2 1.33 408 3 2.67 496 4 4.67 291 5 6.67 327 6 8.00 311 7 9.33 353 8 11.33 285 9 13.33 144 NA N/A N/A NA N/A NA N/A N/A N/A N/A N/A N/A N/A N/A Fs- overall connection pullout Spedfed Actual FsoveraN Geogrld strength Specified Actual Product name 3840 3803 2188 N/A 8.04 N/A 7.96 N/A 4.58 Tensor UX .. 3840 3435 2188 N/A 9.42 N/A 8.43 N/A 5.37 Tensor UX ., 3840 2689 2188 N/A 7.74 N/A 5.42 N/A 4.41 Tensor UX .. 3840 1576 2188 N/A 13.20 N/A 5.42 N/A 7.52 Tenser UX .. 3840 462 2188 N/A 11.74 N/A 1.41 N/A 6.69 Tensor UX .. 3840 3619 2188 N/A 12.35 N/A 11.64 N/A 7.03 Tensor UX ,. 3840 2879 2188 N/A 10.87 N/A 8.15 N/A 6.19 Tensor UX „ 3840 1765 2188 N/A 13.49 N/A 6.20 N/A 7.69 Tensor UX 3840 651 2188 N/A 26.76 N/A 4.54 N/A 15.25 Tensor UX ,. RESULTS for CONNECTION (seismic conditions) Geogrid Connettlon Reduction Reduction Available Avalab s Available Elevation brae, To odor for factor for connection connection Geogrtd (A1 (Ifq connection connection strength, strength, strength, beak pullout, To-bleak Tc pullout Tr akbie CRu CRs *Won on criterion (IN) Specified Actust I►1 ICU Fs-overall connection break FtooveraN connection pullout Specified Adel Geogdd strength Specified Actual Product Hama 1 0.67 545 2 1.33 473 3 2.67 558 4 4.67 346 5 6.67 377 6 8.00 347 7 9.33 385 8 11.33 311 9 13,33 164 NA N/A N/A N/A N/A N/A N/A N/A NA N/A N/A 3840 3042 2188 N/A 7.05 N/A 5.58 N/A 4,02 Tenser UX .. 3840 2748 2188 N/A 8,12 N/A 5.81 N/A 4,63 Tenser UX .. 3840 2151 2188 N/A 6.88 N/A 3.86 N/A 3.92 Tensor UX .. 3840 1261 2188 WA 11.09 N/A 3.64 N/A 6.32 Tenser UX .. 3840 370 2188 N/A 10.20 N/A 0.98 N/A 5,81 Tensor UX .. 3840 2895 2188 N/A 11.07 N/A 8.35 N/A 6.31 Tensor UX .. 3840 2303 2188 N/A 9.97 N/A 5.98 N/A 5.68 Tensor UX .. 3840 1412 2188 N/A 12.36 N/A 4.55 N/A 7.04 Tenser UX ., 3840 521 2188 N/A 23.48 N/A 3.19 N/A 13.38 Tensor UX .. Tw.. 41111g91,"I" vie 9.! 1"._11°P..9"a IAAl .w1n�.r /1.�►.alr1.r/111A..r*MEP Iw.1111N.wi1Wit 48.911 i11A! far MOP Iwo Ml'f *we a1/!•9.wll NIP ..w9.. IOW aw.. 1,9 Yn.1 111A9 •wn u•IP.•..w.. Republic Puking Page 10 of 10 Copyright 01998.2001 ADAMA Engineering. Inc. license number M -US -0140 c1 Republic Parking c/o Perteet Engineering. Inc. 10209 Bridgeport Way Southwest. Suite C -1 Lakewood, Washington 98499 Attention: George Reynolds December 20, 1999 Consulting Engineers and Geoscientists Offices in Washington. Oregon, and Alaska Report Geotechnical Engineering Services Proposed Parking Lot Tukwila, Washington GEI File No, 7704-001-00 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 she with the approximate locations of our subsurface explorations is shown in Figure 1 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 she, SCOPE The purpose of our services is to evaluate the surficial soil and water conditions at the she as a basis for providing geotechnical recommendations for construction of the parking lot. The specific scope of services completed for this protect includes the following: 1. Review available geologic and Soil Conservation Service maps of the she. 2. Explore subsurface conditions at the she by excavating 11 test pits throughout the site using a trackhoe, 3, Provide recommendations for site preparation, including grading and filling. 4, Provide recommendations for subgradc preparation for the relocated street, GeoEngineers. inc 8410154th Avenue NZ Redmond, WA 98053 Telephone (425) 8614000 fax (4:5) 86141050 wwwgcoengineemcom RECEIVED Cif' C.F MA,Y 0 1 2001 PERMIT CE'11ER 4 • • Republic Parking c/a 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 158th Street is located in the southern portion of the site. We understand that this street will be relocated to the southern and eastern portions 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 northeastern 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 158`h 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. Areas 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 158th Street. One house was located in the southwestern portion of the site, near the intersection of South 158th 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 she 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 l i n e e r s File No: 7704.001.00 • Republic Parking c/o Perteet Engineerinb, 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 glacio-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). Glacio- 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 TP11, TP -3, TP -4, TP -6, TP -7 and TP -9. Recessional outwash consists of a loose to medium dense mixture of send 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 till soil was encountered in test pit TP -8. The till 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 fbll depth explored in the test pits. The glacial till soils consist of a 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 7'P -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, TP -4, TP -8 and TP -10) to rapid (TP -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 e o E n g i n e e r s File No: 7704. 001.00 Et • Republic Parking c/o Perteet Engineerin, Inc. 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 proofrolied 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 site. 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 1681' Street We recommend that the proposed alignment for South 158'h be cut to provide a minimum of 2 feat 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 Tess 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 0 e o E n s i n e e r s File No; 7704.00i -00 lg 4 Republic Parking c/o Perteet Engineeril.„ 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 fines 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 site - 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 site 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 till soils. We understand that one wall south of the proposed new alignment of South 158th Street will retain a cut slope. This wall will attain a maximum height of 8 feet. We blather 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 4 feet In height, modular block retaining walls be considered for retaining tills at the proposed development. Rockery walls can be used to retain tills 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. Wail 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 G e o E n t i n e e r s File No: 7704.001.00 • • Republic Parking f, c/o Perteet Engineeri `') 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 hillslope 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 sillier 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 geotextile filter fabric, such as Mirafi 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 GeoEnsineers File No: 7704.001.00 Republic Parking ^� c/o Perteet Engineei,,Ig, Inc. 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 heightt, 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 vauits may be installed in the northeast and northwest corners 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 recompactcd, 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 Toads. 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 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. O e o E n g i n e e r s File Pia: 7704. 001.00 Republic Parking c/o Perteet Engineering, Inc. 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. Soros• 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, Republic Parking c/o Perteet Engineering, Inc. 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. J PIKES ,., 47 SwH:KOe:vc Document ID: 7704001R.doc Yours very truly, GeoEngineers, Inc. Stephen . Helvey Project Manager // enneth G. Buss Principal w GeoEng1nccrs File No: 7704.001.00 401 11111 -01111NTIVAir 1 0 2000 4000 SCALE IN FEET Reference: USGS 7.5' topographic quodrongle mop 'Des Moines, WA," 1949, revised in 1968 and 1973, Geo Engineers VICINITY MAP FIGURE 1 MIOI o� 35rnm Drawing# 7 SOIL CLASSIFICATION SYSTEM • MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS More Thin SO% Retained on No. 200 Sieve GRAVEL More Than SO% of Coarse Fraction R•t•in•d on No. 4 Sieve CLEAN GRAVEL GW -� WELL•MDED GRAVEL FINE TO COARSE GRAVEL --- GP POORLY -0MMED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND More Than SO% of Coarse Fraction Passes No. 4 Move CLEAN SAND SW WELL -0RADED SAND, FINE TO COARSE SAND SP """-- POORLY .GRADED SAND SAND WITH FINES SM + SILTY SAND • SC --, CLAYEY SAND FINE GRAINED SOILS SILT AND CLAY INORGANIC ML SILT — CL --• CLAY Liquid Limit Lees Than 60 ORGANIC oL ORGANIC SILT, ORGANIC CLAY More Than 50% Passes No. 20011•w SILT AND CLAY INORGANIC MH SILT Of 111014 PLASTICITY, SLASTIC SILT CH CLAY OF NIGH PLASTICITV, MT CLAY Uquld Umit 50 or More ORGANIC OH ORGANIC CLAY, OROANIC SILT HIGHLY ORGANIC 1011.1 PT PEAT Imo\ • 140715: * BOIL MOISTURE MODIFIERS: 1. Reid classification Is based on visual examination of soil Dry • Absence of moisture, dusty, dry to the touch In general accordance with A$TM 02411.10. Molar • Camp, but no visible water 2. 1011 olasalllcadon using laboratory test. le based on A$TM 02417.10, Wt • Visible free water or saturated, usually soil is obtslned from below wat•I table i, Ossaripdons of soil density or consistency are based on Interpretation of blow count dots, visual appeersnoe of soils, and /or test data. �; , Geo - 9- Engineers SOIL CLASSIFICATION SYSTEM FIGURE 3 . .10) C:1 Republic Parking Job Numbcr 7704 - 001 -00 ..0V.Otton SeaTac LOG OF TEST PIT 01 gate Excavated: 11/30/99 Logged by: DJT [Equipment: Tra:khoe .._., Surface Elevation(ft). 309 CD 0. Uu N t oreel du SM keadi;t btnwn silty fine to coarse and w ti, or trots SP•SM material (loose. weft ML los • ue tine to coarse san • wet si t. occasion gravel and a trace of organic material (medium dense. moist to wet antis pray an . orange sue si 1 %tit san • and ML occasional navel medium scat moist) _ " uish pray sandy it wi oce f sMT grave t xti motet) (till) Material Description Other Tests And Notes Text 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 eating observed between 4.1 and 6.0 feet, Disturbed soil sample obtained at a depth of 7.0 feet. w w W w O 0 10 13 Notes' The depths of the test pit tops are bared on an average of measurements across the teat pd and should be considered accurate to 0:5 foot, LOG OF TEST PIT 02 Logged by: Surface Elevation ft): Gets Excavated: 11/30/99 F ^ul pment: _ Trockitoa 1; 21, 1 Ili ML orest .13 D.T 307 Material Description Mottled orange. gray an tan sit wit san me 'um stir moist on s orange, ply an tan n t wn occasion san (stlti moist) ML um gr tall) j si t wi occasiana ni grave tsu SM ray st n ne to coarse san • %%lt occasions grave an cobbles (dense, moist) (till) Other Tests And Notes Test pit completed at a depth of 13.0 feet on 11i30 99. Slow ground water saepsg@ observed at a depth of S.0 feat, No cettin observed. Disturbed soil samples obtained at depths of 5.0 and 11.0 feet. Notes. Tne 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 toot. oIII1Engineers LOG OF TEST PIT 10 15 20 FIGURE 4 IMO Alb Sat 2 h M rotc-t - J Job Numbcr c cation LOG OF TEST PIT 03 late Excavated: 11/30/99 Logged by DIT Trackhoe Surface Elevatian(ft): 317 metQuip ► T N M g, U USCS Group Symbol f c a a< Other Tests !•0 — t a r ° °rest dun be considered a accurate t to 0 5 foot, 1 1,1 11 T F■ a F i 1 F f F 1 1 F f L L■ 4 4 4 4 0 to 0 to G town an orange silty fine to me ium san wit n trace ML " — • Ott • tan an. orange st t Wit san , , accustona print •• Notes: Tne depths of the test pit T Test pit completed At a depth of 12,5 feet on 11.30'90. 5 LOG OF TEST PIT 04 rite Excavated: 11/30/93 Logged by: r.. DJT „ „Y lulpment: hac Track Surface Elevation ft : 342 5 ° ' I 1 n Material Description I n • � � O Other Teats a� t5 I-. . •� . ° O OrISI • u t , �� o SM : : sr ' mwn, re. an cosies san wit w . TGWU um an oranps san y it t w71fi occasion g . — Et Job Number ation Republic Parking 7704-001-00 SeaTac :ate Excavated: 11l3O!99 — uiprnent: Tra:khoe Y NEP oar • t c3 u) N z Laza Fu ML ROA • Test pit completed at r depth of 11.0 feet on 11.:0'99, • No ground water seepage observed. .. No caving bserved, • Disturbed soil sample obtained of a depth art(' t'eet. LOG OF TEST PIT 05 Logged by Surface Elevation(ft): DJT :32 Material Description "'Forest dun an san sl t alt 1 occasion Crave 'MC•ium 9t1 MOW) (till) • a- t F Other Tests And Notes Notes' The depths of the test pd lops are based on an average of measurements across the test ph end should be considered accurate to 0,5 foot: W W IA. a.. W 0 0 x-10 — 20 Date Excavated: El 11 • ment: Trackhoc 1/30/99 LOG OF TEST PIT 06 Lo89ed by: Surface Elevetlon(ft): DJT 328 10 1 SP.SM SM ML Material Description Eg Other Tests And Notes ▪ west •u� m IS sc ' ne to Coarse un wl si t an occsslona crave) with organic material (loose. moist to wet) (fill) W is town stn• no to coarse Rand ■H'Tit ► occaetonsi- gravelttr and a trace of organic njctmaterial (medium dense. ▪ Monldun and orange cans silt tenth occasions grave - and cobbler (stiff moist) (till) Test pit completed at a depth or we feet on 1110'99. • Moderate ground water seepage observed at a depth of . 5,0 feet. .. Severe caving observed at a depth of 4,0 feet. moo IMM a 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. -10 1-15 —20 oilliEngineers LOG OF TEST PIT FIGURE 6 +insect Job Number Republic Parking 7704- 001 -00 1 OC 1tlol1 SeaTac Date Excavated: . :qulpment: t. W LOG OF TEST PIT 07 11/3(1/99 Logged by. DJT _ Trackhoc Surface Elevation(ft)• 3 '34 10-• rl� SM SM Material Description E tt og 4 a ro Other Tests And Notes Otett dull ar ' . town al ty me to mute san • wi occasiona — gravel and organic material (loose, moist to wet) � (weathered till) y1% town si h' ne to t0arte san wi grate un • occasional cobbles (very dente. moist) (till) ▪ Text pit completed at a depth 01'8.0 feet on 111O'99. SAYete ground water seepage observed at a depth of3.0 • feet, Minor carting observed at a depth of-1.0 feet r Notes- Tne depths of the test ph logs are based on an avenge of measurements across the teat pit and should be considered accurate to 0,5 foot. --20 ate Excavated: ulpment: 1 /30/99 Trackhoe LOG OF TEST PIT 08 Logged by: Surface Elevatlon(ft): DJT 348 INN 1 SM CONCRETE SM SM Pall IMP • Material Description ores( • u is town a( n' ne to coarse sari wit occasionir ravel (loose. moist) (6111 anemic s a to • rown at ty Of to coarse u • N7 occasion§ gravel and a trace of organic material (loose, moist) weathered till) ray at tn• ne to coarse san • wi 1 grave an cobbles (very dense, moist) (till) 1st pit comp 1t - • at a • opt o eft on Minor ground water seepage observed at a depth of 3,0 feet. No caving observed, Disturbed soil sample obtained at a depth 01 5,0 rect. occuiona - — Other Testa 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 foot. —10 —15 — 20 Geo1111Engtneers LOG OF TEST PIT FIGURE 7 4- �t Job Number ".� `carton Republic Parking 7704- 001 -00 1 SeaTac Date Excavated: ouipment: w 1 LOG OF TEST PIT 09 11/30/99 Logged by: Trarkhoe Surface Elevation(ft). 1::•••• tp N t SM ML SM Material Description DJT 3;3 y. - G Other Tests And Notes Ofetl ClUtt • —11- ddtslt brown silty fine to cnarse rand with occasional `r craves lodge. moist) MB wow ✓ • • • e. San. V st t flit Stitt moist) till oc :fSlDna ;WV (5011 to me • rum raVSIfl ne to coarse san (dense. moist) (till) art occasions, prove Test pit completed at i depth of 9.0 feet on 11 10'99. No Around water seepage observed. No caving obsemeri. ale w O ak Note The depths of the test pit lops are based on an averape of measurements across the bast pit and should be considered accurate to 0:5 foot: LOG OF TEST PIT 10 13/30/99 — Logged by: D Surface Elevatlon(ft): Date Excavated: ulpment i� g 10 Trackhoe Ij 20. 1 SM SM 330 • --5 —10 la —15 M- 20 Ifee • Forest sup • a} sl no to coarse san t+it oecaslon Fravo a�1tn 'r ▪ cobble* (medium denite, moietl (tvastherad tilil Material Description Other Tests And Notes • ay si ty Ina to coarse san wt occasions rave an cobbles (vary dense, moist) (till) • Tact pit completed at a depth of 7,0 foot on 11.10'99, .. Slow pound water !seepage obsered at a depth of 2,0 • feet, No caving observed. Notes: The depths of the test pit tops ars based on an avenge of mew ;urements across the test pit and should be considered accurate to 0.5 foot. N —15 —20 GeoopEngineers LOG OF TEST PIT FIGURE 8 1g v olcr.t Republic Parking Job Numbcr 7704 -001 -00 Location SeaTac Ovate Excavated. Equipment:._..r r3 1 LOG OF TEST PIT 11 11/30/99 Logged by ton Trackhoe Surface Elevation(ft): :42 • Mr a .N SM SP•SM SM Material Description U M e a5 it Other Tests And Notes ONO • orest • u is • town SI ty ne to coarse stn • wI occasion gravel and trace of organic material (loose. moist) weathered till on e • orange an • rown ne to me medium dense. moist to wet um Inn WI SII ay sl ty ne to coarse san cobbles (dense. moist) (till) w$ occaslona grave nn Test pit completed at a depth of 9.0 feet on 1110'99. Moderate around water seepage observed at 4,0 feet, No caving observed. • • • Notes: The depths of the test pit logs are bared on in average of measurements across the taut pit end should be considered accurate to 0.5 foot, W 1 z a 0 0 r10 •-15 x-20 Engineers LOG OF TEST PIT FIGURE 9 ?as PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI01 -078 . . DATE: 05 -24 -02 PROJECT NAME: Quik Park SITE ADDRESS: ..3610. S 158 St. .Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # 4 After Permit Is Issued P PA ANTS: Building Division Public W1 (�1 (141/P . 5l - & -5- Fire Prevention Structural Planning Division ❑ h W'.20•o . Permit Coordinator DETERMINATION OF COMPLET` ENESS: (rues., Thurs.) Complete Er incomplete ❑ DUE DATE:= Q5 -28-0? Not Applicable ❑ Comments: , Permit Center Use Orgy INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined Incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route d Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPRQVALS OR, CORRECTIONS: Approved c' Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: DUE DATE: 06 -25:O2 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED; Departments issued corrections: Bldg © Fire ❑ Ping ❑ PW ❑ Staff Initials: Oocuments routing slip.doc 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, far, etc. Date: M11y 21 t b 2' Plan Check/Permit Number: M 161- 078 ❑ Response to Incomplete Letter 11 ❑ Response to Correction Letter 11 Revision 11 _4__ after Permit is Issued Project Name: QIi 1 k. p )Ik Project Address: 34 b -- 'Ss 158+"4" Contact Person: M I cN Arc. A Irr S bn cam( Phone Number: OA 6L Summary of Revision: C1TY ©F TUKWitA 7 ` .(10 FvnreENT R Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra an ��uL 08/30/00 1 k 1 I t f4%4 ogelk PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI01 -078. PROJECT NAME: uik Park SITE ADDRESS: 3610 S 158 St Original Plan Submittal ._.,..Response to Incomplete Letter # Response to Correction Letter # # J After Permit Is Issued DATE: 05- 24 -02_ DEPARTMENTS: Building Division Itit Public Works ❑ Fire Prevention ❑ Structural Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete FL Comments: Incomplete DUE DATE: 0 -02 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined Incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: Approve Notation: REVIEWER'S INITIALS: Approved with Conditions ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments Issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 06-2} O Not Approved (attach comments) ❑ DATE: I1 i Documents/fouling slip.doc 2.24-02 easl PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: M.1.01 -078 . . . DATE: 05 -24 -02 PROJECT NAME: • uik Park SITE ADDRESS: 3610 S 158 St Original Plan Submittal Response to Incomplete Letter # ,Response to Correction Letter #_ It Revision It � After Permit Is Issued DEPARTMENTS: Building Division Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ PETERMINAT ON OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 05 -28-2 Complete ❑ Comments: Incomplete ❑ Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:_ Departments determined Incomplete; Bldg ❑ Fire 0 Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: L- DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: DUE DATE :. 06 -25 -02 Not Approved (attach comments) ❑ DATE:.. . Permit Center Use Only CORRECTION LETTER MAILED; Departments issued corrections: Bldg❑ Fire ❑ Ping PW❑ Staff Initials: Documents/fouling slip.doc 248 -02 es) PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: PROJECT NAME: SITE ADDRESS: MI01 -078 DATE: , 05 -24 -02 uik Park 3610 S 158 St. Response to incomplete Letter __,_,,,,_,Original Plan Submittal Response to Correction Letter # .�tevision # ,_IL After Permit Is Issued DEPA Tt�MENTS: Building Division Public Works Fire Prevention Structural Planning Division lir Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE:_•2 °QZ Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED :_ Departments determined incomplete: Bldg ❑ LETTER OF COMPLETENESS MAILED, Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Approved with Conditions ❑ DUE DATE: 06 -25-02 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED; Departments issued corrections: Bldg ❑ Fire 0 Ping ❑ PW ❑ Staff Initials: Pocuments/routing slip.doc Z48-0Z ig PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI01 -078 DATE: 05 -24 -02 PROJECT NAME: . Quik Park SITE ADDRESS: 3610 S 158 St Original Plan Submittal Response to incomplete Letter # Response to Correction Letter #'_ ILYevision # 1 After Permit Is Issued DEPARTMENTS: Building Division ❑ Public Works to Fire Prevention ❑ Structural DETERMINATION OF COMPLETE: (Tues./ Thurs.) Complete ❑ Comments: Incomplete ❑ Planning Division Permit Coordinator ❑ DUE DATE: 05 -28 -02 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED~ LETTER OF COMPLETENESS MAILED~ Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUESITHURS ROUTING: Please Route in Structural Review Required REVIEWER'S INITIALS: IOWA No further Review Required DATE: APPROVALS _OK OBIL CTIONS: Approved ''l Approved with Conditions❑ Notation: REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) 0 DATE: 6/-7/ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documentshouting slip.doc NO-01 1 PLAN REVIEW /ROUTING SLIP TIVITY NUMBER MI01 -078 DATE: 07 -16 -01 PROJECT NAME: QUIK PARKILC _- _RETAIN.INGWALL SITE ADDRESS: 3610 SOUTH 158TH STREET SUITE NO: _Original Plan Submittal Response to Incomplete Letter # „__ X Response to Correction Letter # Revision # _ AFTER Permit Is Issued P ARTMENTS: BuiIKl QQ Division ei q-414f is Work Z r, Fire Prevention l J Structural n Planning Division L 1— :r{iat Permit Coordinator DETERMINATION OF COMPLETENESS: (rues., Thurs.) Complete d Comments: Incomplete El DUE DATE: - Not Applicable El TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: Structural Review Required ❑ No further Review Required DATE: APPROVALS CORRECTIONS: (ten days) Approved ❑ Approved with Conditions REVIEWER'S INITIALS: DUE DATE 8 -l6-Q1 Not Approved (attach comments) ❑ DATE: COREIMISIMMINAJAA Approved El Approved with Conditions❑ REVIEWER'S INITIALS: DUE DATE, Not Approved (attach comments) ❑ DATE: 'fUoU1I4XIC SI9 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; '7 /4'01 Plan Check/Permit Number: —1410.1.4 0 Response to Incomplete Letter M ® Response to Correction Letter N Q Revision # after Permit is issued Project Name: 0 , • Project Address:_„,Q Sauth 158th Street Contact Person: Michael Ainnersbach Phone Number: Summary of Revision: Ri4m4 9Nti+w• tom/ i6erp To Fl o C.oi.t.ta-rraUc rtom *pro t,?iri. co ' see I►GOe 325-39441 AA. oprtart s p.. sVieW A.b.LO pert%tt.6 APDITio A .. Drr idnN CA .e ut,aZ teu3 AID ierratt.a U►u1+sD Th ' -cue wMt.4. oN -tug won' 4Ior dw Nf o?Ptecs . • tNk WA1A- `fer6IFICArno4 6•44561- q04 WAts Mho 4DD1 . Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ,�2 9f Entered in Sierra on '2 /P —0/ VED TIIKWILA JUL 1 6 2001 • ENTER 07 /o9ro1 July 9, 2001 City of Tukwila Steven Ail. Mullet, Mayor Department of Community Development Steve Lancaster, Director Michael Aippersbach PO Box 95429 Seattle, WA 98145.2429 RE: CORRECTION LETTER #1 Development Permit Application Number MI01 -078 Quik Park LLC — Retaining Wall 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 at the , wnu tl ug and reflected on your drawings. I 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) conrpletexetl 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. I have enclosed one for your convenience, fictions /revisions must be made in person and will not he it, e► 811911 h the mall or nyj j aer sere, If you have any questions, please contact me at (206)431.3672. Sir @rely, wait, Brenda Holt Permit Coordinator en' xe: Filc No, MIOI.078 6300 Southcenter Boulevard, Suite 1/100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.3665 toftv.) PLAN REVIEW /ROUTING SLIP `IVITY NUMBER MI01 -07.8 . . , DATE: 07-16 -01 PROJECT NAME: QUIK PARK LLC -- RETAINING WALL SITE ADDRESS: 3610 SOUTH 158'x" STREET SUITE NO: Plan Submittal Response to Incomplete Letter X Response to Correction Letter # 1 Revision # AFTER Permit Is Issued DEPARTMENTS: Building Division Public Works ❑ Fire Prevention Structural Planning Division Permit Coordinator (Tues., Thurs.) Complete Incomplete ❑ Comments: DUE DATE:SI:A -x, Not Applicable ❑ TUES/THURS ROUTI Please Route ' Structural Rev l w .quired ❑ No further Review Required ❑ REVIEWER'S INITIALS: &PROVALS OR CORRECTI,Q : (ten days) Approved ❑ Approved with + ditions REVIEWER'S INITIALS: DATE: _7-26- i CQRECTION DETERMINATION: Approved ❑ Approved with Conditions REVIEWER'S INITIALS; Y'[WUluxr SMr DUE DATE - - Not Approved (attach comments) ❑ DATE: DUE DATE Not Approved (attach comments) ❑ DATE; PERMIT NO.: k'110H07& BUILDING PERMITS iNSPECTIONS ❑ 00001 ❑ 00002 ❑ 00003 ❑ 00004 ❑ 00005 ❑ 00006 ❑ 00007 ❑ 00050 ❑ 00060 ❑ 00070 ❑ 00071 ❑ 00072 ❑ 00090 ❑ 00095 ❑ 00100 ❑ 00200 ❑ 00250 00300 00350 00400 00450 00500 00525 0 00550 00600 00610 00700 00750 Progress Inspection Status Pre-construction Investigation OK to Occupy Remove Stop Work Order Follow-up Pre-Move inspection WSEC Residential WA Ventilation/Indoor AQC NLEA inspection/Modular Struct Mobile liome Tie Down insp Marriage Lines Resteel Footing Drains Foundation Footings Foundation Walls Foundation insulation Concrete Slab /Slab Insulation Crawl Space Shear Wall Nailing Plywood Wall Sheathing Roof Sheathing Nailing Plywood Deck Nailing Exterior Wall Sheathing Masonry Chimney Chimney installation/AIl Types Framing Roof /Ceiling Insulation 00800...,Floor Insulation 00801 Wall Insulation 00802 Exterior Roof insulation 00803 Glazing inspection 00815 Lighting and Controls 00900 Suspended Coiling 0 000 Interior Wallboard Fastening 0 001 Exterior Wallboard Fastening 0 110 Pre•Movo Inspection 0 115 Motor Inspection 0 120 Pro-Demo 0 140Pre -reroo f 0 400 Final -Fire 0 700 Final - Building 0 900 Final•Reroof 03100 Site Visit 04000 Special - Concrete 04001 Special-Bolts In Concrete 04001..,Special- Mom/Resist Cone Frame ❑ 04003 Special-Reid Steel Prestress 04004 Special- Welding 04005 Special- High - Strength Bolting 04006 Special - Structural Masonry 04007 Special-Reinf Gypsum Concrete 04008 Special - Insulating Cone Fill 04009 Special -Spray Fireproofing 04010 Special - Piling, Piers, Caissons ❑ 04011 Special- Shotcrctc ❑ 04012 Special - Grading, Excav/Fill Ler 04013 Special - Retaining Wall ❑ 04014 Special- Panels ❑ 04015 Special -Smoke Control System TENANT NAME: • 'bp cI4l. 1 MspecToR 6140.1. ibg 4 4uAUFlf$p a oTec44NtcA1. gt4CANEEt Wow? b9 OWNER. CONDITIONS 9)e.K.Lic- iaTtiALL ❑ 0001 No changes to plans unless approved by Bldg Div (e0010 Special inspection required, notify Bldg Div 0011 Special inspector shall submit final signed report 0 0012 New ceiling grid & light fixture shall meet lateral bracing ❑ 0013. Partition walls attached to ceiling grid ❑ 0014 Readily accessible access to roof mounted equipment ❑ 0015 Engineered truss drawings & cafes shall be on site ❑ 0016 Exposed insulation backing material ❑ 0017 Subgrade preparation including drainage, excavation ❑ 0018 Statement from rooting contractor verifying fire retardant class of roof Ce0019 All construction to be done in conformance w/approved plans ❑ "No work shall be done in addition to those modifications..." ❑ 0002 Plumbing permits shall be obtained through King Co ❑ 0020 Structural observation shall be provided for this protect ❑ 0021 Ail food preparation establishments must have King Co ❑ 0022 Fire retardant treated wood shall have flame spread of [) 0023 Notify Building Division prior to placing any concrete ❑ 0024 All spray applied fireproofing shall be special inspected Q 0025 All wood to remain in placed concrete shall be treated ❑ 026 All structural masonry shall be special inspected [0027 Validity of Permit ❑ 0028 Rack storage requires separate permit ❑ 0003 Electrical permits obtained through L, & 1 ❑ 0030 No occupancy of building until final insp by Didg Div 0 0032 Remove all weeds, concrete, Mona foundations, fiat concrete 0036 .....:Manufacturers installation instructions required on site "BTU maximum allowed per 1997 WA State Energy Code" 0035 Contact PW Div to obtain insp for water /sewer connect 0038 A C of will be required for this permit 0039 Final approval for all TI 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 41 Ventilation is required for all new rooms & spaces 0005 All permits, insp records & approved plans available 0006 All structural concrete shall bo special Inspected "Applicant shall obtain a separate plumbing permit from King Co" "Anchoring — All new construct and substantial improvement shall bo anchored to prevent flotation" ❑ 0007 All structural welding shall be done by WABO certified inspector 0008 All high-strength bolting shall be special Inspected 0009 Bolts installed in concrete shall be special inspected 0031 Comply with requirements of TMC 16.04 ❑ 0034 Removal of septic tanks require approval and compliance with King Co Health Dept. ❑ "Obtain required inspections from appropriate water & sewer districts" 0 "Fuel burning appliances O "Appliances, which generate...." O "Water heater shall be anchored...." ❑ "Rcroot" Date: 7" Z( "'OW/ Date: g` -Z a/ PLAN REVIEW /ROUTING SLIP TIVITY NUMBERAl01 -078 . . DATE: 07 -16 -01 PROJECT NAME:_ QUIK PARK LLC - RETAINING WALL SITE ADDRESS: 361.0_SOUTH 158x" STREET SUITE NO :....�_. Qriginal Plan Submittal Response to Incomplete Letter # .. . _.X__. Response to Correction Letter # 1 Revision # AFTER Permit Is Issued DEPARTMENTS: Building Division El Public Works ❑ Fire Prevention Structural I... Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (rues,, Thurs.) Complete El Comments: _. Incomplete El DUE DATF.: 07 -19 -01 Not Applicable ❑ TUES/THURS ROUTING: Please Route ❑ Structural R v ew Required El No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CQRETIONS: (ten days) DUE DATEM -16 -01 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: CO CTI,ON DET RMtNATION; DUE DATE„___,.. Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE; rwovntnc PLAN REVIEW /ROUTING SLIP ;TI'VITY NUMBER MI01 -078 DATE: 07 -16 -01 PROJECT NAME: C)UK WALL SITE ADDRESS :_ X610 SC)UTH 15 14 MSTREET __ __SUITE NO: _„ _Priginal Plan Submittal Response to Incomplete Letter #rT�____ Response to Correction Letter # 1 Revision # Permit Is Issued DEPARTMENTS: Building Division Public Works Fire Prevention Planning Division Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complet Comments: Incomplete ❑ DUE DATE: 07 -19&i Not Applicable EI TUES /THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: © No further Review Required DATE: APPROVALS OR CORRECTIONS: (ten days) Approved ❑ DUE DATE 08- 16 -01, Approved with Conditions L Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: VS O ON: Approved ❑ Approved with Conditions E REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) DATE: WWI "mi PLAN REVIEW /ROUTING SLUP ACTIVITY NUMBER MI01 -078 DATE: 07_ -16 -01 PROJECT NAME: QUIK PARK_LLC -• RETAINING WALL SITE ADDRESS: 361.0 SOU_T_H 158 "STREET"_ SUITE NO: __Original original Plan Submittal _ Response to Incomplete Letter # X • Response to Correction Letter # 1 .Revision # AFTER Permit Is Issued DEPARTMENTS: Building Division ❑ Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator El DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: O7M19MO1 Complete ❑ Comments: r. Incomplete El Not Applicable El TUES/THURS ROUTING: Please Route rig Structural Review Required 0 No further Review Required El REVIEWER'S INITIALS: DATE :7 Ot APPROVALS (ten days) DUE DATRI1106•0l, Approved ❑ Approved with Condltionsig Not Approved (attach comments) ❑ REVIEWER'S INITIALS: __Q_w..,e DATE: ` 01 two C C O N O: DUE DATE Approved E Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: pLOUIID'X Vn 1w PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER MI0.1 -078 , DATE: 05 -14 -01 PROJECT NAME: QUICK WLE L SITE ADDRESS: 3610 S 158TH ST SUITE NO: ,original Plan Submittal Response to Incomplete Letter #, X Response to Correction Letter # # AFTER Permit Is issued BA +Cgs ivision n P�bl U tin tI #mid& Tt��01 Fire Prevention Et c -16'01 Structural Planning Division nik ti -WW-0 Permit Coordinator DETERMINATION OE COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete El DUE DATE: 16:11-1/1 Not Applicable El TUES /THURS ROUTING: REVIEWER'S INITIALS: Please Route Structural Review Required No further Review Required DATE: APPROVALS OI C RRECTIONS: (ten days) Approved ❑ Approved with Conditions ❑ DUE DATl3 I -12.01 EdNot Approved (attach comments) REVIEWER'S INITIALS: ATE: ��V lrw L ivt.�,i d _7 C� *_.-- C C O I N: Approved ❑ Approved with Conditions E REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) ❑ DATE: tIouui WI rti F;: COORD C MAY -10 -2001 01:04 PM AIPPERSHACH & ASSOC 20A7240337 P.01 City of Tukwila Department of Commenity Development - Permit Center 6300 Southcenter Blvd, Suite 100 �. Tukwila, WA 98188 (206)431-3670 MAY 1 0 2001 PEATEET ENGINEERING INr, Revision submittals mad be submitted 1n person at She Pe►mil Center. Revisions will not he accepted through the mall, fox, etc. Date: 114 Plan Chcck/Pennit Number: ® Response to incomplete Letter 0 _t_• 0 Response to Correction Letter 0 0 Revision M after Permit is issued Project Name: ., • AW 41, Project Address: 36 l 0 South 1 S 8th Street Contact Person:. Michael Ainnersbaeh Summary of Revision: 1. ADDED SILT FENCE AROUND WETLAND AREA ON SHEET 2 AND 10 Phone Number: 1.4 523 '3764. 2. ADDED ORANGE CONSTRUCTION FENCE AND 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, 158TH ST, ON SHEET 2 4. MODIFIED SEDIMENT TRAP SECTION ON SHEET 4. 5 . . MODIFIED SEDIMENT TRAP SECTION ON SHEET 4, Sheet Number(s): "Cloud" or highlight all areas of revision including date of evl Received at the City of Tukwila Permit Center by: tared in Sierra on Z — /fro L.. 05/011/01 fV May 8, 2001 city of Tukwlla Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Michael Aippersbach P4 Box 95429 Seattle, WA 98145 -2429 RE: Letter of Incomplete Application #1 Development Permit Application Number MI01 -078 Quick Park LLC — Retaining Wall 3610 South iaath 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 determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed. J'lanninsi Division: 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 bettor expedite your resubmittal a'Revision Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the ma!l or by a messenger service. If you have any questions, please contact me at the Permit Center at (206)431 -3672. Sincerely, Brenda Holt Permit Coordinator end File: Permit File No. MI01.078 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 + Phone: 206.431.3670 • Fax: 206.431.3665 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: M101 -078 DATE: 5 -14 -01 . PROJECT NAME: __QUICK PARK LLC (RETAINING WALL SITE ADDRESS: 3610 SOUTH 158TH STREET Original Plan Submittal XX.,jiesponse to Incomplete Letter #J_ Response to Correction Letter # # After Permit Is Issued DEPARTMENTS: Building Division fla Public Works ❑ Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ DETERMINATIQN OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE; 1:15.01 Not Applicable ❑ TUES/THURS ROUTI Gs Please Route Structural evlew Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTI NS: (ten days) DUE DATE•O1 Approved ❑ Approv d with Conditions Not Approved (attac ants) ❑ REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION.: DUE DATE Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) E REVIEWER'S INITIALS: DATE: WRROUTf.DOC 5/99 PERMIT NO.: BUILDING ITI MITS INSPECTIONS ❑ 00001 Progress inspection Status ❑ 00002 Pre- construction ❑ 00003 investigation ❑ 00004 OK to Occupy 0 00005 Remove Stop Work Order ❑ 00006 Follow -up O 00007 Pre -Move Inspection O 00050 WSEC Residential ❑ 00060 WA Vcntilation/lndoor AQC ❑ 00070 NLCA inspection/Modular Struct 0 00071 Mobile Name Tie Down Insp ❑ 00072 Marriage Lines 0 00090 Rested ❑ 00095 Footing Drains ❑ 00100 Foundation Footings 00200 Foundation Walls 00250 .... ...,, Foundation Insulation 00300 Concrete Slab /Slab Insulation 00350 Crawl Space 00400 Shear Wail Nailing 00450 Plywood Wall Sheathing 00500 Roof Sheathing Nailing 00525 Plywood Deck Naffing 00550 Exterior Wall Sheathing 00600 Masonry Chimney 00610 Chimney installation/Ail Types 00700 Framing 00750 Roof /Ceiling Insulation 00800 Floor insulation 00801 Wall insulation 00802 Exterior Roof Insulation 00803 Blazing Inspection 00815 Lighting and Controls 00900 Suspended Ceiling 01000 Interior Wallboard Fastening 01001 Exterior Wallboard Fastening 01110 Pre -Move Inspection 01115 Motor Inspection 01120 Pre -Demo 01140 Pro- rcrvof 01400 Final-Fire 01700 Final - Building 01900 Final•Reroof 03100 Site Visit 04000 Special-Concrete 04001 Special -Bolts in Concrete 04001 Special•Mom/Resist Cone Frame 04003 Special-Reid Steel Prestress 04004 Special - Welding 04005 Speciul•High•Strength Bolting 04006 Special-Structural Masonry 04007.,.,.,,Special•Reinf Gypsum Concrete 04008,,,,.,, Special - Insulating Conc Fill 04009,....,, Special-Spray Fireproofing 04010 Special - Piling, Piers. Caissons 004011 Special- Shotcrete 04012 Special-Grading, Excav /Fill 4013 Special-Retaining Wall 4014 Special•Panels ❑ 04015 Special•Smoke Control System TENANT NAME: CONDITIONS lak 001 No changes to plans unless approved by Bldg Div 0010 Special inspection required, notify Bldg Div 011 Special inspector shall submit final signed report O 0012 New ceiling grid & light fixture shall meet lateral bracing 0 0013 Partition walls attached to ceiling grid ❑ 0014 Readily accessible access to roof mounted equipment O 0015 Engineered truss drawings & catcs shall be on site O 0016 Exposed insulation backing material ❑ 0017 Subgradc preparation including drainage, excavation O 0018 Statement from roofing contractor verifying fire retardant class of roof 0019 All construction to be done in conformance w /approved plans O "No work shall be done in addition to those modifications.,," O 0002 Plumbing permits shall be obtained through King Co ❑ 0020 .. Structural observation shall be provided for this project ❑ 0021 Ail food preparation establishments must have King Co ❑ 0022 Fire retardant treated wood shall have flame spread of ❑ 0023 Notify Building Division prior to placing any concrete 0 0024 All spray applied fireproofing shall be special inspected O 0025 MI wood to remain In placed concrete shall be treated 0026 All structural masonry shall be special inspected 0027 Vnildity of Permit 0028 (tack sturui a requires sepnraic permit ❑ 0003 Electrical permits obtained through L & 1 ❑ 0030 No occupancy of building until final Insp by Bldg Div ❑ 0032 Remove all weeds, concrete, stone foundations. flat concrete ❑ 0036 ... ..... ,Mnt utlieturers installation Instntetions required on situ © "BTU maximum allowed per 1997 WA State Energy Code" 0035 Contact PW Div to obtain Imp for water /sewer connect 0038 A C of © will be required for this permit 0039 Final approval for all '11 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'I'MC 0041 Ventilation is required for nil new rooms & spaces 0003 All pcnntts, imp records & approved plans available 0006 All structural concrete shall be special inspected "Applicant shall obtain a separate plumbing permit from King Co" "Anchoring n All new construct and substantial improvement shall be anchored to prevent flotation" ❑ 0007 All structural %molding shall be done by WABO certified inspector 0008 All high-strength batting shall be special Inspected 0009 Bolts installed in concrete shall be special inspected 0031 Comply with requirements of TMC 16.04 ❑ 0034 Removal of septic tanks require approval and compliance with King Co tteahh Dept. ❑ "Obtain required inspections from appropriate water & sewer districts" O "Fuel burning appliances ❑ "Appliances, which generate..,.' O "Water heater shall be anchored.,,.' 0 "Rerool Plain Reviewer: Date: Permit Tech: Date: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER MI01 -078 DATE: 05 -14 -01 PROJECT NAME: QUICK, PARK LLC(RETAINING WALL) SITE ADDRESS: 3610. S 158TH ST SUITE NO: _„_,original Plan Submittal Response to Incomplete Letter # _ ... ..11_ Response to Correction Letter # 1 Revision # AFTER Permit Is issued DEPARTMENTS: Building Division ❑ Public Works ❑ Fire Prevention Structural Planning Division ❑ ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete El Comments: Incomplete ❑ DUE DATE:, 05E15001 Not Applicable ❑ TUESITHURS ROUTING: Please Route ❑ Structural Re low Required REVIEWER'S INITIALS: n rift No further Review Required DATE: -S c/ 6PPROVALS OR CORRECTIONS: (ten days) DUE DATE 06 -12 -01 Approved ❑ Approved with Conditions Ei Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: O B fsj ox gammi ON: Approved ❑ Approved with Conditions REVIEWER'S INITIALS: WELOtili4XIC DUE DATE Not Approved (attach comments) ❑ DATE: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER_MI01 -078 DATE: 05 -14 -01 PROJECT NAME: QUICK PARK LLC(RETAINING WALL) SUITE NO: Response to Incomplete Letter # SITE ADDRESS: 3610 S 158TH ST ;,,,__ Original Plan Submittal Response to Correction Letter # # AFTER Permit Is Issued ,DEPARTMENTS: Building Division Public Works .n Fire Prevention Structural Planning Division a Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete ❑ DUE DATE :, 05 -1541 Not Applicable ❑ TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORK TIONS: (ten days) Approved ❑ Approved with Conditions ❑ REVIEWER'S INITIALS: C C N N TION: Approved LJ Approved with Conditions REVIEWER'S INITIALS: DUE DATE - -01 Not Approved (attach comments) ❑ DATE: DUE DATE Not Approved (attach comments) DATE: f..w„ „xr PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER_MIO1-07__8 DATE: 05 -14 -01 {PROJECT NAME: QUICK PARK LLC(RETAINING WALL) SITE ADDRESS: 3610 S 158TH ST SUITE NO: Qriginal Plan Submittal , Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # _ AFTER Permit Is Issued DEPARTME S: Building Division Public Works Fire Prevention Structural Planning Division El Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete El Comments: Incomplete DUE DATE :M:15 -01 Not Applicable E:j TUES/THURS ROUTING: Please Route Structur REVIEWER'S INITIALS: Review Required El No further Review Required ❑ DATE: APPROVALS OR CORRECTIONS: (ten days) Approved ❑ DUE DATE 06 -12 -01 Approved with Conditions ❑ Not Approved (attach comments) g REVIEWER'S INITIALS: Qt DATE: ? cow Approved ❑ Approved with Conditions REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) tit =l+ NAT 1 t U[11 TUKWILA PUBLIC WORKS CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS DATE: July 6, 2001 • PROJECT: Quik Park — Retaining Walls South 158" Street PERMIT NO: M101078 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. , Jurisdiction: City of Tukwila Designer's Reply 1 A peer review of the Geotechnical report was required per City of Tukwila codes 18.45980 E and 21.04.140A See comments from Shannon 8 V ilson enclosed_ Incorporate these comments into your plans for the Retaking Was and provide a copy to Geo Engineers.. Geo Engineers to revise Gtrrcal report as applicable to address comments by Shannon & VYitor� Add to notes & details on plan sheets as applicable. for Retaining Wall(s) plan. See previous endosed samples for - dust control note. grading legend. dewatering notes. gracing notes. sun bgrade testing procedure. const uc*ion sequence. winterization plan requirements. general notes. construction entrance detail. gra rng & erosion control notes. and geo4echnicat requirements: from Rough Grading & TESC review. Verify cud/fill quanbbes for Retairherhg Waks) construction and show on plan sheet. Are the quantifies shown as 49k cy. 35k cy. & 13k cy. the totals for the project (or) does each approval have their own quantities? O ess I 11 11 I LiLLL 1 llIilJIi V g Y% 1;1 IIP � /\ if ), Provide any plan sheet which asses in Retaining Wall(s) construction. as (For Infamhation Only). This could be a tree survey (andlor) topo survey plan stheett. etc.. Rem approved plans for Rough Gracing & TESC. under permit no. 11101 -076. on this approval plan set. i i i i ii 11'! Project: )Job Number. 1 Reference Item No. 1 N item No. 3 Item No. 4 Item No. 5 Item No. 6 tw Gp Jurisdiction: City of Tukwila (Date: 716101 Designer`s Reply g 11 rya I}i t i II 1 lilil 11112 1 li 21 1 Notes 1- 5 shall be oonsisl4enth notes1 - 4 on sheet 15 of 20. Check sP�9• __° 1114 111111111 11111$$22 i ' iil iiiiiiiiii . 4 w ° 8 � 0 iii °,4. g X11 in° � =s in- ijj Wall Sections 1 111 l 1 Cross-Sections 1 Q IJob Number: 1 E z 5 s = d a a U 1 Sht. 8 of 20 Sht. J of 20 1 Sht. 14 of 20 Sht. 15 of 20 Sht. 16 of 20 N 4 s U) 1 Sht. 18 of 20 N 4 I r Q) 1 Sht. 20 of 20 �„ V) 0 1 Sht. CS2 1 1 Sht. CS3 1 Sht. CS4 rob, PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER MI01 -078 DATE: 5 -01 -01 PROJECT NAME: , UICK_PARK LLC (RETAININGWAL1. SITE ADDRESS: 3610 S 158 ST SUITE NO: �....� `_,.„original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # AFTER Permit is Issued DEPARTMENTS: Building Division E Public Works 511 Fire Prevention Structural PI nning Division G °3-v) Permit Coordinator lir DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete El Comments: Incomplete TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: DUE DATE. 5-3 -2001 Not Applicable El No further Review Required DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE Q- ,31 -20_ Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) El DATE: REVIEWER'S INITIALS: ca jCTION DEEj, RMINATION: DUE DATE, Approved t:::i Approved with Conditions E Not Approved (attach comments) E REVIEWER'S INITIALS: , , , DATE: WIZOUILDOC PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP TIVITY NUMBER MI.01 -078 _ �., DATE: 5 -01 -01 PROJECT NAME: QUICK__PARK_ LLG (RETAINING WALL) SITE ADDRESS: 3610 S 158 ST SUITE NO: _ . _ Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # -_Revision # AFTER Permit Is Issued DEPARTMENTS: Building Division Public Works 0 Fire Prevention Structural Planning Division El Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (rues,, Thurs.) Complete Comment : Incomplete DUE DATE : 5 -3 -ZOO l Not Applicable ❑ TUES/THURS ROUT NG: Please Route Structural Review Required No further Review ` equi ed ❑ REVIEWER'S INITIALS: DATE: ✓ 0 APPROVALS OR CO RE TIONS: (ten days) DUE DATR OS-31 ZA Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: cougnoxpAujammAl : DUE DATE Approved ❑ Approved with Conditions E Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: MOW! poc PLAN REVIEW /ROUTING SLIP -TIVITY NUMBER M101 -078 DATE: 5.01.01 PROJECT NAME: QUICK PARK. LLC (RETAINING WALL1 SITE ADDRESS: 3610 S 158 ST SUITE NO: ...Original Plan Submittal .,,,.,.,„Response to Correction Letter # ■ DEPARTMENTS: Building Division Public Works Response to Incomplete Letter # ___....._ _Revision # AFTER Permit Is Issued Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ DET RM, INATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Comments: Incomplete Ej DUE DATE: _323:2110.1 Not Applicable El TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: ❑ No further Review Required /15 DATE: 3 D APPROVALS QkCQgREC 1ONS: (ten days) Approved ❑ Approved with Conditions❑ REVIEWER'S INITIALS: DUE DATE Q-2 Not Approved (attach comments) ❑ DATE: CORRECTION ON: DUE DATE Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Ej REVIEWER'S INITIALS: DATE: VUOVIIDOC PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER MI01 -078 DATE: 5 -01 -01 PROJECT NAME: QUICK/ARK LLC (RETAINING WALL) 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 MEM Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (rues,, Thurs.) Complete ❑ Comments; Incomplete DUE DATE: 5 -3 -2001 0 TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPRQVALLS, OR CORRECTIONS: (ten days) Not Applicable El No further Review Required DATE: DUE DATRJ-31 -2001 Approved ❑ Approved with Conditions El Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: O CT O N O : DUE DATE Approved Approved with Conditions Ej Not Approved (attach comments) E REVIEWER'S INITIALS: DATE: , WILMA AOC 1 1 t DATE: APPLICANT: RE: Cii of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director PLANNING DIVISION COMMENTS May 3, 2001 Michael Alppersbach on behalf of SRO Quik Park MI01.078 Retaining Wall ADDRESS: - 3610 South 158th Street 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 -3663. 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 PLAN REVIEW /ROUTING SLIP 'IVITY NUMBER. .�MI01 -078 DATE: , 5 -0101 PROJECT NAME: 'QUICK PARK LLC (RETAINING WALL) 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 it Fire Prevention Structural Planning Division ❑ Permit Coordinator Ej DE ERMINATION OF COMPLETENESS: (rues,, Thurs.) DUE DATE: 5- 3.2001 Complete ❑ Comments: Incomplete El Not Applicable ❑ TUES/THURS ROUTING: Please Route f Structural Review Required REVIEWER'S INITIALS: _ No further Review Required DATE: 0( AP_ PROVA,LS OR ORRE,CTIONS: (ten days) DUE DATE QS- j "2Q Approved ❑ Approved with Conditions❑ Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: C O ON: DUE DATE Approved I Approved with Conditions I Not Approved (attach comments) REVIEWER'S INITIALS: DATE: r'RR(%III DOC YN PROJECT NAME: LI' U%G 4610 Site Address: 3610 S i5S s+ - - P ERM I --- Original Issue Date: 4 -L-d REVISION LOG Revision No. / I Summary of Revision: Date Received Staff f Initials Date Issued c(413 ! b Staff Initials Received By: iplea : print) Revision No. Date ` Received { Staff Initials Date I Issued I Staff Initials Staff I Initials I I { Summary of Revision: —`— Received By: tpleasa printl Revision No. Date I Received Staff Initials Date Issued Staff Initials Summary of Revision: Received By: (please print) Revision No. Date I Received Staff I Initials Date I Issued Staff I Initials TINS ! Summary of Revision: Received By: Revision No. Date Received Staff Initials Date Issued (please pant) Staff Initials Summary of Revision: Received By: (please print) AUG -02 -01 08:53A14 FROM -GLY CONSTRUCTION - OVELAKE HOSPITAL 4254521964 T -234 P.02/02 F -473 �r. �r' -.►;n - - -r._; :ri -1 firs . .._. zip=e -v -�T Omar WASmNGTOIV MASTER LICENSE SERVICE REGISTRATIONS AND LICENSES UNIFIED BUSINESS ID 0: 578 078 500 BUSYNESS ID •: 001 LOCATION: 0001 ORGANIZATION TYPE DOMESTIC PROFIT CORPORATION GO' CONSTRUCTION, INC. GLY CONSTRUCITON, INC. 100 116TM AVE SR BELLEVUE WA 98004 TA* NEOZSTRATION UNEMPLOYMENT INSURANCE CITY OF BELI.L'vUE: GENERAL BUS /NESS REGISTRATION REGISTERED NAMES: INDUSTRIAL INSURANCE The ebevegMbleen isucedurareuener . . stliaree Wee ••• . -- -.y- L. t.4271 --& i 1 Jr: a X J[r MO AT 1 1 1 • . - TO • • • •••• 1 • • R, 1 •M .••_ 1• •. 1 1 1 1 2 Supplier, City of Tukwila Invoice Number Data Identification 01070601 064u1.0111de Aact1/000.13.532.200.41.0 62,000.00 ' Check Date: July 25, 2001 Amnt, to Pay Invoke Number Date Identification Ame t, to Pay ® Sterling Realty Organization P.O. Box 91723 Bellevue, WA 98009 (426) 485.8100 Two Thousand Dollars and Zero Cents PAY TO THE ORDER City of Tukwila P.O. Box 389670 Tukwila, WA 98138-0670 Bank of eric ra g-- 8 ergo h � a C a 531 DATE July 25, 2001 CHECK NO. 277724 AMOUNT 52,000,00 . • . • os /26/2, m 16:44 FCC 1425661e050 Geo Engineers Sterling Reality Organization (SRO) 600 — 106' Avenue Northeast P,O, Box 91723 Bellevue, Washington 98009.1723 Attention; Michael Lancaster, CSM September 26, 2002 (2 002 Summary Letter Geotechnical Construction Observation and Testing Quit Park of Washington Tukwila, Washington File No, 7704 - 001.02 INTRODUCTION This letter presents a summary of our geotechnical construction observation services for the Quilt 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, tho results of which were presented in our report "Geotechnical Engineering Services, Proposed Parking Lot, Tukwila, Washington," dated December 20, 1999. Subsequent to our geotechnical report, wo provided various supplemental design letterahnemos 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 et Office Building, Quik Park of Washington, Tukwila, Washington," dated June 15, 2001. • ' Memorandum "Quilt Park Parking Lot, Stormwater Vault, — Allowable Soil Bearing Pressure Recommendations" dated July 9, 2001. • Letter "Response to City of Tukwila Geotechnical Pear Review, Quik Park of Washington, Tukwila, Washington," dated July 13, 2001, • Latter "Ototcchnical Designs Reconunendatioas, South 138th Street Stormwater Vault, Quit Park of Washington, Tukwila, Washington" dated August 7, 2001. • Letter "Gaoteebrsical Design Recommendations, Private Stormwater Vaults (Parking Area), Quik Park of Washington, Tukwila, Washington" dated August 10, 2001. • Memorandum "Quilt Park of Washington, Tukwila, South 158th Street Stormwater Vault:, Results of Supplemental Test Pita," dated September 6, 2001. NlO 1546 m nue N., WA 90052 MI Oh 01-' Thisphv0e (425) 061.6000 DO I- 3(0 3 Pu(a5)o6h6050 Do I - 3(o4 wwwpologimacom D 0 I - 3(os RECEIVED D • OC j ~ 7 2002 DEPARTMENT Nr mr medit o 1r, en ivirc.Ift ,4pit' .I10i,' 40,1117:►'R EDMI ' al Y ?ti ER i. ig 09/26/2002 16:44 FAX 14256616060 Sterling Reality Organi:.....on September 26, 2002 Page 2 003 • Letter "Additional Design Calculations (revised), Keystone Retaining Wall at Office Building, Quilt Park of Waohington, Tukwila, Washington," dated October 3, 2001. • Letter "Geotechnical Observation and Opinion, Tiered Keystone Walls at Office Building, Quik Park of Washington, Tukwila, Washington," dated March 12, 2002. • Memorandum "Quik Park of Washington, Tukwila, Wall A Evaluation and Recommendations, Negative Batter: Stations 99-190 to 100f50," dated August 7, 2002. We received sets of drawings titled "Quik Park of Washington LLC, Tukwila, Washington," prepared by Perteet 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, • utlllty trench backfill, and • pavement subgrade evaluation. We completed the following activities and observations during construction for the offsite puking lot project: • stormwater vault subgrade preparation and backfill • modular block walls A through P subgrade, backfill and construction observations • office and maintenance buildings subgrade conditions, • mass grading, • utility trench backfill, and • pavement subgrade evaluation. Detailed obaervationai during out construction services are presented in our daily field reports for the project, Noe, 1 through 145 (dated July 10, 2001 through August 22, 2002), Copies of these reports were given to Sterling Reality Organization, Parted Engineering, the City of Tukwila and OLY Construction during construction. Construction at the site consisting of mainly landscaping is still in progress, but all significant earthwork has been completed at this time. CONSTRUCTION OBSERVATIONS We viirited the site on an intermittent to part -time basis on 145 occasions between July 10, 2001 and August 22, 2002. Detailed results of our construction 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 parldng lot occurred simultaneously. A summary of our observations is as follows, Gsolanain1 File ZTo. 7104001.02 09/26/2002 16 :44 FAX 14238616050 Sterling Reality Orgaru.... on September 26, 2002 Page 3 J 004 SOUTH 158TH STREET RELOCATION (OFF -SITE WORK) Tiered Modular Block Retaining Wall (Wail G) We observed the footing subgrade conditions and backfilling 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 %a-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 was 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 '/,-inch- diameter steel probe rod. The wall backfill was compacted to at least 90 percent of mtudmum 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 158th Street Stormwater Detention Vault We observed the subgrade conditions for the vault on October 8 and 9, 2001. The vault was constructed on very dense undisturbed glacial till. Wall backlitl wu placed and compacted around the vault intermittently between November 5, 2001 and December S, 2001. The wall backfill was placed in lifts and the compaction wu evaluated by completing in -place moisture density tests and by probing with a Vi•inch- diameter steel probe rod. The fill was compacted to at least 90 percent of the miximum dry density per AS, TM D15S7 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 aubgrade was adequately prepared snd the vault bsckfitl hos been adequately placed and compacted in general accordance with the project plans and our recommendations, Utility Trench Backflll We observed and evaluated placement and compaction of the trench backfill for the water and storm drain lines Installed along South 158e Street intermittently between October 23, 2001 and January 15, 2002. Compaction of the trench backfill was evaluated by completing in -place moisture • density tests and by probing with a %.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 bacldill in the utility trenches has been adequately compacted in general accordance with the project plans and our recommendations. O♦e flgine♦,+ File No. 77044014U 1 09/28/2002 1,8:45 FAX 14258616050 Sterling Reality Orgat,...Ldon September 26.2002 Page 4 fdI oo5 South 158th Street Subgrade Preparation We observed the subgrade preparation for South 158th 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 158th 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 %•inch• 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 subgrade 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 as being soft or not adequately prepared were over - excavated and replaced with adequately compacted fill, Based on our observations and evaluations it is our opinion that the subgrade has been adequately prepared. The contractor placed AZB on May 24, 2002 and Class B Asphalt on June 27, 2002. We understand that monitoring of placement and compaction of asphalt paving was completed by others. PARKING LOT Modular Block Retaining Walls (Walls A through F) We observed the footing subgrade conditions and backfilling of modular block (Keystone) Walls A through F located in the parking area and around the office building. We observed construction of Walla 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 was constructed between Juno 3 and June 26, 2002. Wall C was constructed between August 17 and September 9, 2001. Wall D wits constructed between June 18 and July 17, 2002. Wall E was constructed between June 19 and June 26, 2002, and Wall F was constructed generally between November 1, 2001 and July 1S, 2002. We evaluated the prepared subgrade for the modular block retaining wall 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 etructurs1 fill placed over older fill soils (section of Wall A). Based on probing with Vr inch - diameter steel probe rod and in -place density tests, the footing subgrades were found to be firm and adequately prepared. We observed the placement of drainage material, placement and compaction of backfill within the reinforced zone rind :stained soil zones, and placement of the reinforcing geogrids on an intermittent basin. The backfill was evaluated by completing in -place moisture density tests and by probing with a 'h -inch- diameter steel probe rod. The wall backfill was compacted to at least 90 percent of the maximum dry density, per ASTM D 1557. 000En$ineers Ff is NVo. 77144101412 o0/26/20[1116:46 FAX 14268816080 tajooe Sterling Reality Oro - .ttion 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 subgrades, wall drainage, reinforcing geogrids and wall backfill were constructed in general accordance with the project plans and our recommendations. Stormwater 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 Jame 17, 2002, The vaults were constructed on stiff to very stiff and/or dense undisturbed glacial soils. The wall backfill was placed in lift and the compaction was evaluated by completing in -place moisture density tests and by probing with a VI-inch-diameter steel probe rod, The fill was compacted to at least 90 percent of the maximum 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 ow observations and evaluations it is our opinion that the vault subgrades were adequately prepared and the vault backfill has been adequately placed and compacted in general accordance with the project plans and ow recommendations. Office and Maintenance Buildings — Footing and Subgrade Preparation We observed the preparation of footing subgrade soils for the office and maintenance buildings, including placement of structural flit 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 conditions were also made to verify the recommended allowable bearing preuure. An allowable bearing pressure of 3,000 pounds per square foot (psi) was recommended for footings founded on newly placed structural fill compacted to at leant 95 percent of the MDD (par 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 evil preparation and unsuitable soil overexcavation activities for the maintenance building between April 4 and April 10, 2002. The footing subgrade soils consist of structural fill composed of imported pitrun or on•site glacial till Lul. The footing subgrade conditions ware evaluated by probing with a'A- inch diameter steel probe rod and by performing in -plane density teats. Bared on our observations and evaluadoru, it is our opinion that the footing subgrade soils were prepared it general accordance with the plans and our recommendations and are satiefactory for the design bearing capacity of 3,000 paf, as presented in the soils report, Utility Trench Backfill 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 aroi{nd the office building throughout the duration of the prujcot. Compaction of the hatch baokfill was irvaluated by completing in -place moisture dmaity tests and by probing with a '4-inch-diameter steel probe rod. The fill was compacted to at leapt 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 feat. Qloanstnavri Fl, No. 77044001.02 09/26/2002 16;16 FAX 14258616050 Sterling Reality Orgai. .ion September 26, 2002 Page 6 [21 007 Based on our observations and evaluations it is our opinion that the bacicfill 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 in 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 Vi-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 perform= 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 parldng areas, the subgrade was evaluated by proof rolling with a water truck. Proof rolling was perforated 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. Blued on our observations and evaluations it is our opinion that the subgrade has been adequately prepared for the pavement areas, CONCLUSIONS Based on ow observations of the construction work suuunarized above, it is our opinion that the work discussed herein was completed is substantial compliance with our recommendations and the project plan, GeoBnitnoirs Filo No. 7704 -001 -0Z ig: 06/26/2002 16:46 FAX 14258610050 • Sterling Reality Organfoit September 26, 2002 Page 7 @J 008 Ii was a pleasure working with you on this project, If you have any questions regarding this summary letter, please contact us. EXPIRES 4 / 11 / 0.3 KG0t0124:KOI:nh 1414m.i0Nbule770400102stimitrAoa Two copies submitted QvQUn einecri Respectfully submitted, GeoEnginccrs, Inc. Robert C. Metcalfe, P.E. Geotechnical Engineer Kenneth G. Buss, P.E. Principal Y$1c No. 7104401-02 August 2, 2001 City of Tukwila Icaittkl Steve`? it,/. Mullet, Mayor Department of Community Development Steve Lancaster, Director Michael Aippersbach Michael Aippersbach and Associates Pd Box 95429 Seattle, WA 98145 RE: Quik Park Permit Requirements Dear Michael: This letter is in response to your fax dated July 29, 2001 regarding the building permit submittal requirements for the Quik Park project located at 3610 South 158' Street. This project received design review approval in February, 2001. The permit application submittal for the buildings are a separate process from the land use approvals thus separate submittal requirements are needed, The foilm% in are some of the submittal requirements will need to accompany your completed permit application. Please also follow the checklist on the hack of the application for any additional information. Me Building 1. Now Commercial Building Permit Application 2, Construction drawings to include: Architectural, Structural, and Civil drawings 3. Site Plan showing parking spaces, circulation and lighting 4, Landscape plan 5, Structural Calculations 6, Soils Report 7. Envelope Summary Form 8. Lighting Summary Form 9. Approved Water Availability Letter from Water District 11125 10. Approved Sewer Availability Letter from Val Vue Sewer District 11. Non - residential Sewer Use Certification Form fjgimaance Building 1. New Commercial Building Permit Application 2. Construction drawings to include: Architectural, Structural, and Civil drawings 3. Site Plan showing parking spaces and circulation and lighting 4. Landscape plan 5. Structural Calculations 6. Soils Report 7, Envelope Summary Form 8. Lighting Summary Form 9, Approved Water Availability Letter from Water District #125 10. Approved Sewer Availability Letter from Val Vue Sewer District 11. Non - residential Sewer Use Certification Form 6300 Southcenter Boulevard, Suite 11100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • =3x: 206.431.3665 !t Michael Aippersbach Quik Park Project Page 2 of 2 August 2, 2001 Canons/ 1. New Commercial Building Permit Application 2, Construction drawings to include; Architectural, Structural, and Civil drawings 3, Soils Report 4. Structural Calculations 5. Site Plan showing parking spaces and circulation and lighting 6, Landscape plan You will need to submit four (4) complete copies of each document outlined above for each building. 1 have enclosed the permit applications and additional forms for each building for your use. Note that the office building and maintenance building will also need separate mechanical permits. 1 have attached two copies of the mechanical permit application for your use. Please complete the applications and submit the required information outlined on the back of the application for each building. Your electrical permits will be obtained through Department of Labor and Industries and your plumbing and gas piping permits are obtained through King County Wealth Department. You will need to make application for these permits directly to these agencies, 1 have enclosed a list of addresses and phone numbers for your use. In order to accept your complete applications, you will need to also pay a plan review fee for each building. This fee is based on the following; i. Square footage ofeach building; and 2. Type of construction per the Uniform Building Code, for each building. Once you have these items, feel free to contact me and lean give you an estimate of the fees that will need to be paid at the time of permit application, If you have questions regarding any part of the submittal requirements, I can be reached at (206)431- 3672. Sincerely, (auk Brenda Molt Permit Coordinator MCC Stefanie Spencer, Permit Technician Kathy Stetson. Permit Technician Pile c1 1§ It ig June 21, 2001 City of Tukwila Department of Community Development Michael Aippersbach Michael Alppersbach & Associates P.O. Box 95429 Seattle, Washington 98145 VIA FAX 206.524.0337 Re; . Quik Park 3610 South 158th L99 -0010 (Design Review) MI01.076, MI01.077, M101=0781Miscellaneous 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, e,„ ck Pace Planning Manager cc; Deborah Ritter, Associate Planner Dave McPherson, Associate Engineer Brenda Holt, Permit Coordinator `Kathleen De Jesus, Permit Technician 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206•431.3MS city of Thkwila cc. 3/ZO Ret 014` elbs Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director NOTICE OF DECISION FEBRUARY 23, 2001 TO: Michael Aippersbach, as agent for Sterling Recreation Organization, Applicant King County Assessor, Accounting Division State Department of Ecology, SEPA Division Ms. Katie Carlson, Port of Seattle Mr. Mickey Vergilio, Extra Car Rentals & Parking Holly Anderson, City of SeaTac Mr. Jed Goniu, Master Park Ms. Diane DeMeerleer Ms. Linda Bennett Ms. Pam Sanders Mr. and Mrs. Robert Herrojo This letter serves as a notice of decision and Is issued pursuant to TMC 18.104.170 on the following project and permit approvals. PROJECT BACKGROUND Prolect FIIe Number; L99.0010 (Design Review) epAM: , Michael Alppersbach as agent for Sterling Recreation Organization prolect Description: Development of a "park and fly" lot containing 1,083 parking spaces. .14 01120: 3810 South 158th Street, Tukwila Associate g: E99.0005 (SEPA Determination) L2000.033 (Special Permission — Wetland Buffer Reduction) L99-0084 (Special Permission — Sign) Comprehensive Plan Designation/Zoning : Regional Commercial (RC) The Board of Architectural Review approved the proposal, as submitted, on February 22, 2001. The time period for administrative appeals is 21 days starting from the date of this Notice of Decision, February 23, 2001. The administrative body hearing the appeal is the Tukwila City Council, All appeal materials shall be submitted to the Department of Community Development, Appeal materials shall include: 1, The name of the appealing party. RF(;%ivEQ 2. The. address and phone number of the appealing. party; and .if the . appealing party. is a corporation, association or other group, the address and phone number of a contact person authorize, KitretAve2 0 01 notices on the appealing party's behalf. ., T11 NTER 07.1-4.2 •P OPO 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.3665 Notice of Decision February 23, 2001 Page 2 A statement identifying the decision being appealed and the alleged errors in the decision, The Notice of Appeal shall state specific errors of fact or errors in application of the law in the decision being appealed; the harm suffered or anticipated by the appellant, and the relief sought. The scope of an appeal shall be limited to matters or issues raised in the Notice of Appeal. The public notice sign must be removed from the site by the applicant after the appeal period has expired, unless an appeal is filed with the City. Property owners affected by this decision may request a change in valuation for their property tax purposes notwithstanding any program of revaluation. Project materials including the application, any staff reports, and other studies related to the permits are available for Inspection at the Tukwila Department of Community Development, 6300 Southcenter Blvd., Suite 100, Tukwila, Washington 98188 from Monday through Friday between 8:30 a.m. and 6 :00 p.m. The project planner is Deborah Ritter, who may be contacted at 206. 431.3663 for further information. Deborah Ritter, Associate Planner City of Tukwila CITY OF 1UKWILA DETERMINATION OF NONSIGNIFICANCE (DNS) DESCRIPTION OF PROPOSAL: DEVELOP 1,063 PARKING SPACE PARK AND FLY LOT ON SEVEN VACANT PARCELS. BOUNDARY LINE ADJUSTMENT AND LOT CONSOLIDATION TO OCCUR PRIOR TO ISSUANCE OF BUILDING PERMITS. DESIGN REVIEW ALSO REQUIRED. PROPONENT: STERLING RECREATION LOCATION OF PROPOSAL, INCLUDING STREET ADDRESS, IF ANY: ADDRESS: 3610 S 158 ST PARCEL NO: 222304 -9027 SEC /TWN /RNG: SW 22/23/4 LEAD AGENCY: CITY OF TUKWILA FILE NO: E99 -0005 The City has determined that the proposal does not have rs probable significant adverse impact on the environment. Are environmental impact statement (EIS) is not required under RCW 43.21c.030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. ******************************************** * *** * * * * * * ** * ** * * *** * * * * ** * * * ** 44 This determination is final and signed this JJ,. day of --V06/141---- 200.L. Steve Lancaster, Responsible Official City of Tukwila, (206) 431 - 3670 6300 Southcenter Boulevard Tukwila, WA 98188 Copies of the procedures for SEPA appeals are available with the Department of Community Development PECFIVED ('ITY ('rr 7 i v.Mt A MAY 0 1 2001 PERMIT CENTER mx&z.'s city of Tukwila Department of Community Development To: Steve Lancaster From: Deborah Ritter Date: January 10, 2001 Re: MEMORANDUM E99 -0005 (SEPA Determination) Quik Park 3610 South 158th, Tukwila Project Description: Steven M. Mullet, Mayor Steve Lancaster, Director This SEPA review is for a twenty -four hour, off - airport parking lot containing 1,063 parking spaces. The proposed improvements include a 1,120 s.f. one -story office building, a 1,875 s.f. ticket canopy with ticket booth and gate lanes and a 760 s.f. maintenance structure. The project Is 9.51 acres in size and is located east of Old Military Road (directly behind the Lewis & Clark Theater) and north of South 160th, South 158th Street will be vacated and relocated to run along the perimeter of the lot, just north of the Fellowship Bible Church of Riverton Heights. Several comment letters have been provided to us over the past year. In general, they have focused on the areas of traffic volumes, noise, light, glare and buffering. Staff has reviewed these comments and concluded that these issues can and will be addressed via the design review and street vacation process and well as our noise ordinance. Agencies with Jurisdiction: None. Summary of Primary Impacts: • Earth The site contains Class 2 sensitive areas (primarily concentrated in the northwestern and southern portions of the project) sloping from 15% to 40% with moderate landslide potential. The site topography has a 60 feet elevation 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.4314670 • Fax: 206.431.3665 E99 -0005 Quik Park January 10, 2001 Page 2 change as it slopes downward from south to north. Soils are Alderwood gravelly sandy loam in this area with moderate erosion hazard. Approximately 25,000 cubic yards of fill material will be needed. An erosion control plan will be employed during construction. • Air Dust and exhaust emissions will be generated during construction, with watering as necessary to control dust. • Water The project requires surface water treatment which has been approved by the Public Works Department and designed to King County Surface Water Design Manual standards. At project completion, approximately 90% of the site will be covered with impervious surfaces. Gilliam Creek (a Type 3 watercourse corridor) Is located outside the project's western perimeter. This type of watercourse requires a standard buffer setback of 15 feet. An associated wetland in this Creek's corridor has a Type 3 rating, requiring a standard buffer setback of 25 feet. The applicant has submitted a buffer enhancement plan for the wetland as part of a request to reduce the buffer to 15 feet. This has been reviewed and approved by the Director of Community Development. Project stormwater will be detained and discharged to this creek, subject to satisfaction of "HPA" (Hydraulic Project Approval, Washington Department of Fish & Wildlife) water quality and erosion control requirements. A small forested area (approximately 1,500 square feet in size) is located in the northeastern portion of the site. Although it was originally thought to be a wetland, it does not meet Federal or City wetland criteria due to a lack of hydric soils. A Wetland Analysis Report prepared by B- twelve Associates (dated November 7, 2000) documents these findings. An isolated Type 3 palustrine scrub /shrub wetland (approximately 180 square feet in size) is located in the southwestern portion of the site. This wetland is documented by a Wetland Analysis Report prepared by 8- twelve Associates, dated November 7, 2000. Due to the wetland's size, isolation and low value rating, the Director of Community Development will allow it to be altered without compensatory mitigation under TMC 18,45.080(C). 4. 4 E99 -0005 Quik Park January 10, 2001 Page 3 • Plants • • • Site vegetation consists of weeds, shrubs, blackberry bushes and scattered trees to 3 feet in diameter. A tree clearing permit will be required for removal of any tree (of 4 inches in diameter at breast height) located in a sensitive area (slopes that have gradients of 20% or greater). A tree clearing permit will not be required for those sensitive areas located in City- approved rights -of -way and easements. Animals No endangered or threatened wildlife species have been identified at the site. EnergylNatural Resources Electrical, primarily for parking lot lighting. Environmental Health Noise generated by heavy equipment will occur during construction. The hours of construction will comply with the City's noise ordinance. Upon project completion, no loudspeaker system will be employed at this site. At project completion, traffic will be generated to and from the site, at varying levels, 24 -hours per day. To mitigate the impacts created by the parking lot and associated traffic the following have been proposed; 1) a 30 -foot wide landscaped buffer and solid wood fence will be created adjoining the Laurel Estate Condominiums to the east; 2) cedar trees will be planted along the east boundary of the site adjoining Sunnydale Apartments; and 3) a landscape buffer will be created along a portion of the church property to the south. Land /Shoreline Use The project is located in the Regional Commercial zone (RC). Properties to the west are also zoned RC. The properties to the east are zoned High Density Residential (HDR) and properties to the south are zoned Low Density Residential (LDR). State Route 518 borders the site to the north. The SeaTac City limits are at South 160th. • E99 -0005 Quik Park January 10, 2001 Page 4 • • • Housing N/A Aesthetics A design review permit is required and will be reviewed by the Planning Commission during a public hearing. In additional to standard design review criteria, the following mitigation will be provided: 1) a 30 -foot wide landscaped buffer and solid wood fence will be created adjoining the Laurel Estate Condominiums to the east; 2) cedar trees will be planted along the east boundary of the site adjoining Sunnydale Apartments; and 3) a landscape buffer will be created along a portion of the church property to the south. Light and Glare The exterior lighting for the project will include cut -off features and other measures aimed at minimizing light and glare Impacts to the adjoining properties. The development plan proposes a one -foot candle lighting level for the parking area, Recreation N/A Historic and Cultural Preservation No known places or landmarks. Transportation There will be no significant traffic impacts to streets and intersections in the vicinity. The project proposal requires the vacation and realignment of South 158th. This vacation and realignment has been approved by the City Council. The project will be'accessed from Old Military Road (north of South 160th). The site is served by Metro transit with additional Metro routes on International Boulevard South. E99-0005 • Quik Park January 10, 2001 Page 5 - •••• - • •`". • 4 4 " " • (7) • • Public Services No significant increase in public services is expected, • Utilities Electricity, natural gas, water and sanitary sewer services are available to the site. Recommendation: Determination of Non-Significance. • • ' • " „ , • • • : TRANSMITTAL LETTER PERTEET ENGINEERING, INC. Telephone: Civil and Transportation Consultants (253) 9844138 10209 Bridgeport Way S.W. FAX: (253) 589 -0399 Lakewood, WA 98499 TO: d/r/ er 70-0,44 DATE: $434 D/ Pexeisr de-r tex. PROJECT NO. 96.602 RE: N A/414-0 Iu4 44.171W-4- We are sending you the following: /� AW/0.4.4 -' •7' /.- 704•4441 /X/Mwr es-r-AV Arbor , At b «• .L. Nos ?M, /J Fir, For your: Use Review & Comment X Approval As requested - Information Other „s REMARKS: Y: Ji• #44074M/4p1 4- A*�a � 1 i 0 11 cc: ,. , /Paoj 0 7B alance Due: :', a . eed Current Contractor Registration Card: Yes d to Enter Contractor Information in Sierra: Q Yes ma2 File: 35mm Dra 1 k'eLFAOv.Q. z4,,,i dPrc,( 8" Car Ouck t?ICar' do arc 1'r1'1" 1•. 0 ; : C , 3 Cr, 1,0 _. �ocD 51 DEwisj EL: 30 .r) K ` cAva CIA I 5- f 64 X v.11( Flr% a,rrr="i CE ,44.` • E 1r 1 Ei-E 1 Y %l A R..Ftkl',�I 6` 1)(41:,r: c,l ):1)::41(ni a ono '� x li 1 1 �n1n � u n � • ,--T, .:1 :( .- -V F'1 11 1 r / JOB Pe BY KNC Lbw 14r.exteda L1 r' S011L ')U �• eV' TemAk u x /..6-0 0 2e, LE,mr = =( FT. J /- .4116..2 v?-- I .:e e. nok..3. 0 •s' 1 1 G j4 r•�.c( rein�;� (4yp,) Ste Ott 3 • ,\ Woe C11 MinirrUY 1 uerrE i DATE APPROk.1 VV) -r — �x c.04 v.- 7' o-t! 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IIIIIIIII1illl1lllliih1111111Tr 11111111111111!1111 iffildiiii►ii it .i FILE NO. 7 ' 7 7 - 7 — / SHEET / OF T i i Z r � - yy -U 7 - 5 /oj)* nrA./ 6.42- cuf alt- ot. $N 1 %V ptou ad #4.01.74 •.r4 ..mac!@ in vk.r)i dozen Q 5(n.ccc ( -14 ti se a ,' JJprsse.,-f- and ,S cipproug..0 ffy, -kE oetTec- Anico,((er,3fnQ V3d,.elrq Con g'("n,..4c71101/1• 2 • Th 3 zrjr`a..1 wq Q 4/4 vi K t+ r. 1 rr 9rlt r u ^ ti QQJJ•C 2 ra c b e u - ob6e_.rvQ C- Q-p4 _o, r1 Q cr C t9 VLr-y e, 44 t l 4'd ou tar • /y„n9 /coSer -- so, I s,r er erlj:.,;!.�/` 3„ Tod :o,•/ oi• c. f.44.- cock C 4c, / Le_ Cic.- r1a •5-fe�,pQ -^ t t Gao X SHaL4- /3 Z._ . pc,.iccc� t3:�cw crpP ie r,e5?- m,'• Ar Ci J(,r ; ;Te_ •2 ,4 F' :ea I rG II. 1 S t7L�G cP ,4T Top• ePfr wWtt • GEI 08 -91 File: 3 1 '1 - L� r- ,, v ,4/ 775 /2_ -1-0 2 Z /c'1;. 7-- . , 1 -AFRL A2RIl;(2 772A "4-rC- /// kJ:3Jc) u2G1.LA /a67E (25D p :) • u/.Iir- r,1.1._ • x 20.67 Q Cyl exe 1 h 20,0 / /1047'0 /4/ 6 7 � / /1‹ K X /0, 6 7 O • x ,I • 2 rUt' V I_ 6.67 c) 7. 3 3 O q.`7 333,0 , K 2.0 3 / 41 acs n QAI, 1" 3 M1Ir .__._...� ` I- -:.�/: L, rqb l:%A,J 1 L �._ I')YAi Z •1.0 ✓S,Z DrAls JOB ,Ork- Pc/ %e rL — SEA % C__ BY /4-? S DATE Sy/ Z�z • FILE NO. 77u`( -OD1' V1 SHEET OF 10'0 L(FE) ..: C..PAC -1 Ni Cy R =I N -ortLr- ►wiT Arr- 12 -1`f 1H -4. 16-03 IX -2v 2.,9- 22- /d l2 11._ 13 -/3 A ®() �- 1 A/5,42 !/K/So0 - zA /$.�� uX is-c,. NsAe G!� /�p� 0 T k A -I- e © K all1 ©© L '' Ms A,2 ux 1 ,t94... "rr. ...R. LA, /Soo - - m 6. -rFnrsA 14 sou — 4- _ -r nS ir�iL 14x /sov _ .j-_ /!',2 A -44 O © K L M Nori 1. G- oCo2,• SEIAI � r3% pc a�� 1> g„ e_z g...tovi 4/PP C 7— do,e,o stilt �A/ (1 oNC/2 =t rS -7-24 F.: ,e f3 A 2 2, , c,2. 1 S. p L ,4 c �_1 id'-T S't` 2 ll G=ill 2 A FILL v'L� $.E A(7A'rvre- II1I1I1 I1I1IIIIIIIIII1II1I1I1I I1IIIII 0 INCH 1 ;..r . CHINA /‹.T 2 N I, ev, S :_ 2 /</ O r4 Z. .l DRAB- 1►.l gL..A•N1c GeoEngineers, Inc. II1I1II�I�I�I�����I�YIILIIIIIIIIIIIIIII��II�IIII�IIIII 3 b 6 91. tit £ L Zl ' L� 0Pi 6 8 L 9 . ti £ Z 0 1111111111111111111111111111111111111111 11111111111111111111111111111111111114111111111111111111111111111111411111111llllll11 111 111111II.III11!1 iliii '11iIi 1111111illllll1l d 2 : 'r-rr 1:>.2 i4 r... q 6. /.-CC N t Vi NA4 __ r)'r /A /Y /�V /M✓►..'t _ F�G=rr- A(;or - 71' t. /4/ 4,20�r•;..�r L� ,3 d 47 r/) :2,2 �,p 7-4 CT r7i`rrcvc � ,v l/ r.2 J rN5"C _ 'T!// 4/v0 e a ‘lt,�.Eo s L.7, 4- GEI 08 -91 File: rs1.10 I sa—ft 01E3 35mm Drawing# I LI :1 340.00 . 335.00 . 345.00 . .. _ 340.00 - - - - . 335.00 RKING -- W D SIGN EL = 336.98 STA = 16 +50 ............ R%W DESIGN EL = 337.73 STA = 16 +25 8 . 350.00.: 345.00 340.00 . 350.00 .' R/W ING 345.00 1.. PARKING . 340.00._!.. 70.00 60.00 50.00 40,00 30.00 20 STA = 16 +00 DESIGN EL = 339.35 STA = 15 +75 R/W DESIGN EL = 340.08 00 10 STA = 15 +50 00 cj 10100 20 00 30 R%W R %W R/W R/W 00 40 00 50 40.00 335.00 - DgSiGN EL = 333.29 335.00 330.00 325.00 3.4.5..00_. .340..00_ 335.00. R/ J _335.00. 330.00 340..00 335.00 R w -STA _ _ - 17 +50- ;...... .__..... DESIGN EL = 334.73 R/W 1r - STA - 17 +25 335.00 330.00 _350.00 340 00 R/W ...330.00 . 340.00 DESIGN EL = 335.48 34.5.00. 335.00 STA = 17 +00 340.00 330.00 358 -00- 3.40.00. R/W -155-SIGN EL 00 60 .3.4.5.00.. 335.00 340..0.0_ 330.00 00 70 00 70 00 60 00 50 00 40 00 30100 20 STA = 16 +75 R/W 335.00 330.00 _ . 340.00 335.00 330.00 00 10.00 10.00 20100 30.00 40.00 50.00 Perteet Engineering, Inc. 10200 Bridgeport Nay SW, Suite C -I, Lakewood, NA 68490 (253) 084 -7138 Drown By KMH Neighed By JJK Checked By CR Approved By Dole 3 2000 3 2000 3/2000 1111111TH lk jliij�I��I' I�j �j ��I�j����l�l�ll;l;li�l� �It 0 INCH CHINA SI: VI. £4 Zl '14 :OG` 6. 111111111111111111111111111111111111111111111111111111111111 8 _L F_ • 11111 111111 11 1111111111 5 6 £ Z I. FYI 0 111111111111111111111111111111111111111111011111111111111 SCALE Project Number 98802 CITY OF TUKWILA RELOCATION OF S 1 58TH ST. CROSS- SECTIONS t _V SHEET S5 or . 365.00 . 360.00 , 355.00 1 350.00 PARKING . 370.00 _ 365.00_ _______ . 360.00 355.00 ! 350.00 R/W DESIGN EL STA = = 344.77 14+25 R/W 3: 1 -•"" _ 365.0 360.00. 355.00 350.00 14 25 R/W . 370.00 • 365.00 360.00 _ _ 355.00 •■•••• .350.00 . 345.00 70,00 60,00 . PARKIN6 50.00 4000 D SIGN EL lq STA = DESIGN EL = 345.73 P-- 1 4 + 00 = 346.68 3:1 STA =j13+75 30,00 20 00 i000 10.00 20 00 30 •1- 00 40 00 50 t. . • • 00 60 370.00 7 360.00 _355.00_ 350.00 370.00_ 365.00 360.00. _355..00_ _ 350.00. 34.5.00 14 00 00 70 00 15 00 • .... • _ _ • .. • • .. • 70 355.00 350.00. 345.00 355.00 350.00 345.00 360.00 355.00 350.00 365.00 360.00 355.00 350.00 345.00 340.00 00 60 fARKING R/W D SIGN EL = 340.96 - R PARKING R/W PARKING PARKING 00 50 R/W 00 40 3: STA = 15+25 D SIGN EL = 341.89 STA 15+00 3:1 DESIGN-EL }-1 STA = 14+75 • - T DESIGN EL = 343.81 --; Il.....69.1111111111111111111111111°."." 3:1 RAW 1255.00 . .350.00 .. . 345.00. ) 355.00: R 350.00 345.00 . R/W 360.00 _ _355.00 . . 350.00 . .365.00 R/iw --- 360.00 . 355.00 3:1 350.00 345.00 STA.= 14+50 . 340.00. 00 30 00 20 00 10.,I00 10.00 20 00 30.00 40.00 50.00 14 50 Anne Perteet Engineenng, Inc. 10209 Bridgeport ley SW, Suite C-1, Lakewood, MA 98490 (253) 964-7138 Drown By KAHN 310.0. besIgned By JJK _3/20M__ Checked By CR 312200_ Approved By 1111111.11111111111111'i'l 111111111111pH I 1111111,11,111.11111Miii'l 0 INCH 1 2 ' 5 6 CHINA ■ sl l7I £1. 8 L 9 ti • c z • I; ih-30 111111111111111111111111111111111111111111111111111111111111 1114 11! 11111111111111111111111r1111111111111111111111111111111111111111111111111 SCALE 1.w10, Project Number 98802 CITY OF TUKWILA RELOCATION OF S 158TH ST. CROSS-SECTIONS A- C SHEET S4 or 370.00 365.00 . 360.00 355.00 350.00 _ 370.00 . 365.00 . 360.00 355.00 PARKING 350.00 PARKING 370.00 ,.. 365.00 .360.00: 355.00._. .__._ . 350.00 345.00.. 70,00 moo DESIGN EL = 350.2 PARKING 50;00 4000 R/W STA = 12 +75 . =DESIGN EL = 351.48 30,00 20 00 STA = 12 +50 _E 3 STA = 12 +25 0100 C R /IW 10 ..00 20.00 30 w / 00 40 00 50 T 370.00. 365.00 /! RAW .370.00 365.00 ;.1 360.0.0_ 355.00 350..00.. 360.00 R/W . 360.00 355.00 . 350.00 355.00. y -- �-- DEiSIGN EL = 348.60 350.00 PARKING STA = 13 +50 .3.7.0.00_ _.36.5..00 360 00_ .355.00 .350.00.. 370.00. --- R/W 365.00 i X370.00 . _.! 365.00 360.00... 355.00 350.00.. DESIGN EL = 348.60 PARKIN G IV STA = 13 +25 370.00 00 60 365.00.. 36.0.00 365.00 .............. • j 360.00. 355..00.. 350.00_ ..3.45..00_ 00 70 00 355.00 R/W V DESIGN EL = 349.56 350.00. 345.00_ 70, 00 60 PARKING 00 5000 40, 00 30 STA = 13 +00 00 20, 00 10:00 t . 350.00 370.00 . 365.00 ... 360.00 355.00 . . 350.00 . 345.00 10.00 204)0 30.00 40.00 50.00 Perteet Engineering, Inc. 10209 Bridgeport ley Slf, Suite C -1, Lakewood, NA 98490 (253) 984 -7138 0 INCH CHINA 1 91. . bl El• Z1 1,17 iiuluiiliuiliui iiiihiuliuiliiuliiiiluiiliiiiliiii 8.. ^L I���III��III�II��I�II���IIII� Drown By KMH Designed By JJK _312000 Checked By CR 3 2000 Approved By Dole 3 2000 5 6 ti` £ Z w-30 SCALE 1 "=10' Project Number 98802__ CITY OF TUKWILA RELOCATION OF S 158TH ST. CROSS- SECTIONS SHEET S3or ..-.._ .41 1 .370.00 .365 00 1 . 360.00 355.00 . 350.00 - _370.00 .365.00 360.00 .355.00 370.00 365.00 _ 360.00_4_ 355.00 350.00 DESIGN EL = 357. A = 11+00 ,- -- 1 -- -_-. PA KING PARKING DESIGN EL = 358. 8' \ / JO/ PARKING R 70.00 6a00 50,00 40 00 30 00 20, STA = 10+75 • ....... ••• " .. • D SI GN - EL STA = 10+50 00 10100 .. • 355.00 370.00, _365.00 360.00 355.00 350.00 _370.00 _/ 365.00_ 350.00 PARKING 365.00 _ 360.00 355.00. 350.00 DESIGN EL = 353,39 STA = 12+00 r R/W R/W 1.%/ DESIGN EL -=- W STA = 11+75 - ... PARKING .... • • •.• 10.00 20. 00 30 00 40, 00 50. 00 60 360.00 _355.00_ 370.00 365.00_ 360 00 _355.00 .350.00 365.00 360.00. 355.00. DESIGN EL = 355.31 R/W 355.00 . 350.00 . 365.0p- 7 . 360.00 355.00 1 350.00 3f75:00H ,"\_/ . . 360.00 . 350.00 L .5 _r- -1 STA = 11+50 PARKING 365.00 R 360 00 DESIGN EL = 356.27 355.00 350.00 7( 00 70 00 70 00 60 PAliKING 00 50 00 40100 30 00 20 R/1W STA = 11+25 00 lobo - 36.156. _ ___360.00 355.00 350.00 10100 20 00 30.00 40.00 50.00 Ay Appr. Perteet Engineering, Inc. 10209 Bridgeport ley SW, Suite C-1, Lakewood, WA 99499 (253) 984-7138 111111111 • 0 INCH CHINA I ' 111111111111111 viiIIIIII1111111 11111iIIIII 1 2 Drown By KMEI Designed By 310() JJK . Checked By CR /2_0120 _ Approved By 7122_ SCALE Project Number 98802 5 6 91- tll. LI. '1;1; 8. £ Z wb 0 11111111111111111116111111111111111 Hillii111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111101111 CITY OF TUKWILA RELOCATION OF S 1 58TH ST. CROSS-SECTIONS SHEET S2 OF . . . , 375.00 60,00 50A00 40100 3000 20,00 10100 . 370.00 365.00 . 360.00 10 00 20 00 30 00 40 375.00 00 50J00 60100 70 D SIGN EL = 37 370.00 365.00 STA = 9+00 360.00. _ :375.00_ _ _ 365.00 _ 360.00 . 375.00 . - L . 365.00 1 . 380.00 ...375.00 370.00 .365.00 . _ 375.00 .3.70.00_ 365.00. STA • 8+75 360.00_ 375.00 370 0 Rpv .0" ----- 365.00 9 + . STA = 8+50 = 380.00 DESIGN EL = 374.T2- 375.00 ••• .. ..... ....... • • R/W 70.00 60,00 50,00 4000 30,00 20 00_ 10 00 .3.7.0.00 8+25 365.00 .10,00_ 20 00 __ 30 40 00._ 50 00_ 00..__70 70 00 60 365.00 360.00 365.00 360.00 355.00 365.00 00 50 00 40 00 30 00 20 00 10400 RjW R W 10.00 20 iGN EL = 360.62 00 30,00 4000 STA = 10+25 DESIGN .E 36222 370.00 365.00_ 360.00 370.00 _365.00 360.00 355.00 00 60 00* - R/IW _J-- STA = 10+00 DESIGN EL STA = 9+75 5000 365.00 360.00 ._ 365.00 , 360.00 355.00 DESIGN,E Er .... ... _ 00 50 00 40 20 STA = 9+50 .. • =...368.08 STA = 9+25 00_ 10,00 370.00 . 365.00 . . 360.00 719:90-- . 365.00 360.00 355.00 _ 10.00 20 00 _ 30.00 40.00 50.00 HII1HT williiti THIT HIT HIT NT H11,111,1111 1,1 0 CHINA ' 6 1 91. tiI. Cl I; 6 8 L 9 E Z 1A-30 iiiiiiihiiihiiihiiiiiihiiHiii NUMMI 1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 or Drown By Dote KMH jam SCALE i*.00' Project Number nRsrp CITY OF TUKWILA SHEET Si *o. Perteet Engineering, Inc. . RELOCATION OF S 158TH ST. CROSS-SECTIONS K Designed By JJK 2/2000 Checked By CR 20000 .-- 10209 Bridgeport Way SW, Suite C-1, Lakewood, WA 96490 (263) 904-7138 Approved ay HII1HT williiti THIT HIT HIT NT H11,111,1111 1,1 0 CHINA ' 6 1 91. tiI. Cl I; 6 8 L 9 E Z 1A-30 iiiiiiihiiihiiihiiiiiihiiHiii NUMMI 1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 or t FENCE WALf.8 TOY N RAI Of SIGN ns• sai CA VO...101 APARTMENT BLDG tillinurnmen11111111111 Ian r Pr T ST. • ■••■■• •i> 00 P.O.T. MOS a, sqi* S 1 60TH ST. d 40 O SCALE IN FEET 1060 SPACES 70 STALLS ARE ON 5% SLOPE 990 STALLS ARE ON LESS THAN az SLOPE PRELIMINARY DESIGN REVIEW 11 Eerteet Engineering, Inc. Ilrldepart thy 31, NM C-l. Lamm& VA NMI (X.3) see-ons OLos.n ay Oqti SCMX On .4 JJ 3aTti Oy Pro)oct Wintry 118602 QUICK PARK OF WASHINGTON LLC OFF—AIRPORT PARKING . GRADING PLAN ET 1 1 1 1 1 1 1 t H i 1 1 1 1 , 1 1 i 1 1 1 1 1 1 1 T 1 1 _ 1 1 1 1 11111 0 1111111111111111i1 1 06114A 1 , 2 ' 6 Si. Ill. El. Z.1. '1,1; 6 , 8 L 9 9, V E Z pib 0 5 6 — I File: 4.: 4 SW 1/4, SEC 22, TWP 23, R 4 E, W.M. INLET EL. 332.11 FLOW 6 130' INSIDE LENGTH INLET EL. 332.11 i1 0 39' REMOVABLE BAFFLE ACCESS OPENING.:, 18" DIA. RISER ROUND MANHOLE COVER MARKED „-- "DRAIN" WITH LOCKING BOLTS. eD SEE KCRS DWGS. 2 -022, 2 -023 FOR SPECIFICATION. • ,n ¢ cx 38" -24" DIA. REDUCER (TYP.)�� BOTTOM EL 328.28 PRECAST DETENTION VAULT DETENTION VAULT PLAN VIEW 0 NTS - t- c cc cr o � v v • 1.1 LAJ O I- ¢ g ¢ V)CU M NAM Nce co co of ¢ Cr; ¢ N M N c M of 0.5% INLET EL. 332.11 1 FLOW FLOW BOTTOM EL 327.78 DETENTION VAULT SECTION A .. 001. Revision APPr• Perteet Engineering, Inc. NTS FOR LAND USE APPROVAL 0200 Bridgeport Vey Sr, suite C -I, Lakewood, VA 98490 (253) 984 -7198 Drown By Dole MSC 11 a.sign.d By NwC 1I Checked By CR 11/00 Approved 9y SCALE 1• -20' Project Numbs 98802 CITY OF TUKWILA S 1 58TH ST. RELOCATION MISCELLANEOUS DETAILS 111111111111111 111111111111111111111111111111J 111111111IIIIIILIIIIIIi1lli�ili `!III' 1'1 i1 II 0 INCH �Nttie 1 2 5 6 ,:.�t ��4 51.. bI. £L Zl LL =.�Ol ,6. 8 L 9 b• E Z • l wb0 ( 11111111111111111 111111111111111cih1111111111111111111111111111111111111111111111111 SHEET 5 a m� � �� n� �� 8� �� ��� N� 35mm Drawing# 11111111ITIT1111111111111ir1111 | | |' ' | | | , | / | | | | | | | | | | . | | | i | i i i | | i i i | ' i ' ( i | | 1 | 1 | 1 . 5 6 0 cNN�CU�� A 91. ' ill El. �� '0L �~��� �� 8 � � ~'~ '' ` ' ' � _- ��` � � 1. U��.� ||||||||| ||||||||| ||||||||| |||||||U ||||||||| ||||||||� �||||�||| ||�|���� |U/|||| | i~^ |�|||||| ||||||||| ||||||||| ||||||||{| ||Un"~^|| | ''/'''//''''////'/''//'///////////!////�////////||||/|.||////||!//./!'/.//|//||/|//v/|/||/!/n/./|/'|///.|////|///'/....|..//|////|//.||||/.| OUTLET 6 460' INSIDE LENGTH LADDER INLET 5'x10' ACCESS DOOR WITH LOCKING DIAMOND PLATE COVERS 138' BAFFLE DIVIDER WALL OUTLET PIPE 18" WITH WITH FLOW RESTRICTOR AND OVERFLOW SW 1/4, SEC 22, TWP 23, R 4 E, W.M. VENTILATION PIPE i 10' LADDER 0 z w J w z 0 INLET WEST DETENTION VAULT PLAN VIEW NTS LADDER OUTLET PIPE 18" WITH FLOW RESTRICTOR AND OVERFLOW 460' INSIDE LENGTH VENTILATION PIPE LADDER CONTRACTOR PROVIDED DESIGN FOR C.I.P. CONCRETE THICKNESS & REINFORCING BY STRUCTURAL ENGINEER. H -20 TOPSLAB LOADING REQ. BAFFLE 0.5% DIVIDER WALL w 0 to z 1- 0 w_ `- 0 =1.9" — 0 =1.2" WEST DETENTION VAULT SECTION A NTS OUTLET 0 5'x10' ACCESS DOOR WITH N LOCKING DIAMOND PLATE COVERS BAFFLE LADDER 138' INLET 20' INSIDE LENGTH EAST DETENTION VAULT PLAN VIEW NTS CONTRACTOR PROVIDED DESIGN FOR C.I.P. CONCRETE THICKNESS & REINFORCING BY STRUCTURAL ENGINEER. H -20 TOPSLAB LOADING REQ. INLET 0.5% BAFFLE 0= 1.9" 0 =1.2" Dot. Revision EAST DETENTION VAULT SECTION B NTS FOR LAND USE APPROVAL Perteet Engineering, Inc. 10209 Bridgeport Vey Sr, 31111e C -I, Lakewood, re 98199 (263) 964 -7I3e Dro.n By 001. HIIYC 11 000 O.sign.d By NWC 11 000 Checked By CR 1I 000 Approved By SCALE 1 '.20' Project Number 98802 QUICK PARK OF WASHINGTON LLC OFF- AIRPORT PARKING MISCELLANEOUS DETAILS SHEET X or (� I i hi i I I,L.ri..L.I'll 0 INCH CHINA 1 �l.i. II III�I �III'I -�I 5 l 1. 111111111 111111 I I III 1111111111 I I1111111I I I I I I I I I jII I I I 111! I I II I I I II 11 1!11111111111 I l l l 5 6 0. E Z R-3'0 IIIIIIIII�ILIIIillI IIIIIII. IIj11IIIIIIIhII1111 IIJIIIIIIIII� 1 1 File: arm . SRO Conveyance Pipe25 Storm Pipe Design Computations - 25 Year Conveyance m: 6.89 n: 0.539 East Vault Area Location of Pipe Tributary at Point of Concentration From Specific Areas Noted Runoff Factor "C" "CA" Pipe Reach P1 -2 P2 -3 P3 -5 P4 -5 From To Node I Node Area ID Area (Acres) Project : Republic Parking Proj. No: 98802 By: NWC Checked By: A Design Storm Return Interval: IDF Curve: Seattle Pipe Type: LCPE 25 YR Time of Concentration Sum "CA" Total @ Prev. Point In Pipe From Last Pt. Total at Pt. of Conc. CB1 Rainfall Intensity 11111 (in /hr) Q =CIA (flow to next down stream CB) (cfs) TOTAL Q total flow next down tream basin (cfs) CB2 CB3 _CB4 .,y CB2 CB3 CB5 ;CB5 CB6 P5 -6 CB5 P6 -7 CB6 P8 7: .yt{;Jf r 1At 'LF P7 -9 CB7 P9 -12 CB9 CB6 CB7 CB9 P12 -13 CB12 CB12 P10 -11;' ;CB10y P11.13 's. x; "CB11ai 1 • CB13 ., =CB11 CB13; P13 -19 CB13 it P18 -19 CB18 CB19 CB19 P19 -V CB19 VAULT :\98802 Republic Parking \Drainage Reports \[CONVEYANCECALS.xIsJEast Vault B1 B2 B3 B5 B6 } ;+'B8 B7 B9 B12 B13 Ik }�f �y2 B18 0.19 0.171 0.360 0.216 0.171 0.306 0.144 0.171 0.00 L of Pipe (ft) Diam. of Pipe (in) Inlet Invert Elev Outfall Invert • Elev Slope of Pipe Pipe Type (n =) B Pipe Q Full (cfs) Q Check A <B, OK A >B, NG 0.00 10.00 1.99 0.34 0.531 10.00 0.34 10.34 1.96 0.70 0.747 10.34 0.13 10.47 1.94 0.42 10.00 ; ,}:.1.99!' k , :,0:34 <f0.00 0.00 y, 0.34 100 1.04 50 V Full (fps) 12 336.00 335.00 1.0% 0.012 3.87 ok 4.9 1.46 108 12 335.00 12 334.15 0.34 0.423 0.207 0.243 • 1.053 10.47 0.01 Branch Total = 0.34 10.48 1.197 10.48. 0.57 11.04 0:324. 12 331.91 334.15 =:330.65 1 7.�.�/% 0.012 1.2% 0.012 1.94 0.59 2.40 3 1.89 0.27 . • 0` 00 ... ) 0.00 .1 �5 210.00 r •. 1 99 . ' �, : .,;:0:65 Branch Total = 0.65 11.10 0.09 11.19 1.87 0.79 2.67 186 1.620 1.827 11.18 0.10 12 329.00 12 328.50 12 328.81 6.3% 0.012 321.75 3.6% 0.012 5.05 6.61 ok -4.28 9.74 7.37 k ok ok 6.4 8.4 12.4 9.4 ;321.85 ..0.7 % 0.012 k 4.11 48 '{10.279 4' 0.081 2.070 11.27 0.26 0:00, 2.151 11.53 0.04 11.28 1.87 0.39 11.53 1.84 0.45 10.32";‘ ifs.. �,. , Branch Total = 1.17 11.57 0.15 12 321.65 4.50 42 12 320.45 4.94 122 0.562 ,...114; 44 t r M r 43;g 12 318.90 7y 320.45 2.5% 0.012 318.95 3.6 312.45 5.3 OA 6.12 0.012 7.31 ok ok 4.0 �ti0. 7.8 9.3 31.100'.1. 6.27 29 12 312.20 0.012 8.90 1;316.94:,,‘, 14%' 4.1 % 0.012 ok 7.81 0.468 2.619 11.60 0.04 11.64 0.86 7.12 22 18 310.50 310.20 40 18 1.4% 0.012 0.012 13.32 11.3 ;51 9.9 7.5 1' 1' 111'I'I'I'1'I�I'I��li� 0 INCH CHINA 1 ,2 • 3: r. tt. 4! 5 6 5I ti I• £I. Zl 14 ;.Ol 6 8 ......L._ .9, b £ Z vib0 l�ll�lllllllll�lllllllll�llllllll��lllll�lll�llll�llll�l��l�ll�l�ll�l�llll�llll�llll�l�ll�llll�llll�llll�llll�llll�llll�lllllllll�llll�llll�lill�llll� SRO Conveyance Pipe25 Storm Pipe Design Computations - 25 Year Conveyance m: 6.89 n: 0.539 West Vault Area Pipe Reach Location of Pipe From Node To Node Area ID Tributary at Point of Concentration From Specific Areas Noted Area Acres Runoff Factor IIC1/ Project : Republic Parking Proj. No: 98802 By: NWC Checked By: A Design Storm Return Interval: IDF Curve: Seattle Pipe Type: LCPE 25 YR Time of Concentration "CA" Sum "CA" Total @ Prev. Point In Pipe From Last Pt. Total at Pt. of Conc. Rainfall Intensity ,,I" in /hr Q =CIA (flow to next down stream CB; cfs TOTAL Q total flow next down stream basin) cfs L of Pipe ft Diam. of Pipe in Inlet Invert Elev Outfall Invert Elev Slope .of Pi •e Pipe Type n= B Pipe Q Full cfs P1 -2 P2 -3 . P3 -4 P4 -5 P5 -6 P6 -7 P7 -8 CB1 CB2 Q Check A <B, OK A >B, NG V Full f B1 0.12 CB2 CB3 B2 0.24 CB3 CB4 CB4 B3 0.17 CB5 B4 0.08 CB5 CB6 B5 0.15 CB6 CB7 B6 0.25 CB7 CB8 B7 0.14 P15 -14..< .13. ,8. 'P13 -8 P8 -9 0.9 0.108 0.9 0.216 0.9 0.153 0.9 0.072 0.9 0.135 0.9 0.225 0.9 0.108 0.00 0.00 10.00 1.99 0.22 0.324 10.00 0.22 0.20 61 10.20 12 1.97 352.86 0.477 0.43 352.36 0.8% 10.21 0.64 0.012 0.08 10.29 54 3.50 12 ok 1.96 352.36 0.549 0.30 349.45 10.35 0.94 5.4% 0.012 0.15 10.50 57 8.98 1.94 12 ok 349.45 0.684 0.14 346.69 10.58 1.08 0.08 10.66 100 1.92 12 346.69 0.909 10.70 0.10 10.80 :r14CB15W .0 1 CB13.0 ,� Y 13M CB8 0.126 1.91 1.035 tB15 ,AC B1 C {�.. itd .CB 8 CB9 OR 10.82 • 0.26 0.43 343.61 4.8% 3.1% 0.012 8.52 ok 1.34 0.012 44 6.79 12 ok 343.61 338.85 0.30 1.77 10..8% 0.012 11.12 95 12.73 1.88 12 ok ;1.=:0.459 ..... p t 9 X0::12 . 44�ff cos 0:396A .�Hly '�iy'�Skt. M1�i 0.24 338.85 335.45 2.01 4t 3.6% 0.012 170 7.32 12 ok 335.45 326.55 5.2% 0.012 0.567 a 0.963 ,t 4:5�,��10.27 , ` F. `t•1 0.20V _.F. i' >10.28%� 1.970 0.91;1.71/;.) X1.13 8.86 .48 ok 412. x ;332:97 r < �.t ,332.45 11 rG 0 1.96t 1',0, B8 0.22 0.9 =:CB12 .i 0.198 8 ft CB9 pitgCB P9 -10 CB9 CB10 1.233 r f 3• icy 07 Branch Total = 1.90 11.17 B12 ?A; 0.27 11.44 1.85 ".0:648, n= 0.37 Y .4.. 0.012t4 r e t ,r '.,.0012x' •� 4:03 .:..327.8 0 M4tt t�� f ( "`p 3 F•iD . 70 736`'4 76:12 k k ,rl 4.5 11.4 10.8 8.6 16.2 9.3 11.3 ;V2. <9:4s,. s:. 1‘0:648,11,, j' f. 4.28 z x .00 • 0`00' Y 185 3' ,• „ .10.00 12 326.55 .9 9 B9 P10 -11 P11 -V 0.30 CB10 0.9 CB11 CB11 VAULT B10 B11 0.37 0.49 0.270 0.9 0.333 09 J: \98802 Republic Parking \Drainage Reports \[CONVEYANCECALS.xIs]East Vault 319.31 �: 29 .1' 3.9% 0.012 7.66 ok Branch Total = Y W si .w12 1.29 319:50 b° clq.19% f ;40.012 R {. k >t? 1.503 11.51 0.21 11.72 1.83 1.836 0.49 11.75 0.441 2.277 11.92 6.06 0.09 122 11.84 18 1.82 319.31 0.61 315.78 2.9% 0.05 6.67 0.012 11.97 57 19.41 1.81 18 ok 315.78 0.80 7.46 16 18 315.38 315..38 0.7% 315.20 Il�i����ll���► ���Il�lll�lii�l�l��l�i�ii�iiiil 'I'I� 0INCH , CHINA�t$. 2 5 6 91. • tit. Ll J. 1,1; „ 0I. 6 8 L 9 Z vi-3 11111111111 h ii111ii1i111hiiiiiiiihiii iii illlll111111llli1i 1IIIi II ! 11�IIIIIIiIIIIIIIIIIIIIIIIIII�IIIIIIIIIIIIIIII�I����1111 11111 111 11 II 0.012 0.012 9.27 12.10 ok ok 11.0 5.2 6.8 07e 35mm Drawing# SOUTHWICKE APARTMENT COMPLEX GRAVEL PARKING LOT `0. \ / 4c. 4,?7 \ /,m / •'\ 4/ 36" CMP 0 I.E. 248.84 SCALE: 1" • 60' SW 1/4, SEC 22, TWP 23, R 4 E, W.M. STRUCTURE 1 (ROCK DAM) STRUCTURE 2 (CONCRETE WALL) STRUCTURE 3 (CONCRETE DMA) 36" CHUTE I.E. 206.78 CONC. WE IR I/ • 36" CONC. I.E. 204.12 0. / //, o , / r // • , ' 1 / 1 ,..--- / / . 11 / / / '7 PROPERTY LINE (TYP.) / \I CONC. WALL CONC. RETAINING WALL 24" CONC. I.E. 235.27 18" CONC. I.E. 242.34 SR51$R /W 60" CMP I.E. 233.53 12" CMP I.E. 223.30 RUBBER TIRE SLOPE PROTECTION (9h" G(�055►�t(I- P. 'fit S EXACT - 0 CAM t U rJ ENO uJ /J 12" CMP I.E. 233.67 RIPRAP SLOPE PROTEC TION 18" CMP I.E. 224.50 / /,/ - -i _ ..... %/ . a'✓r - _ -- / - - / _ ,: - - r =i ~ y . / -cr. _ : 1 • - �/ r / 24" CONC. 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Tt8 • • • '• • • r • N N • •• • • • N •. • N ••f V POUR FOOTING ON • UNYIELDING SOIL J6• -0" SQUARE 2' -0" HOOK TYP. 8 a 12" COLUMN W/ (4)- /7 VERTICAL © O 6"o.c. • • . '• (4)-16 HOOK ENOS� SAX.) -/5 CONT. TOP /5 x 10• -O" 0 OPENING So . •• • • J 2' -0" HOOK BAFFLE BEAM ®n COLUMN & FOOTING STEEL CRATE A ANGLES BY OTHERS -15 • 12 "•.•. • 10" CONC. BEAM (2)-1t5 • 12'•.e. NORM •r HOOK D S ACCESS RISER /5 0 12 "o.c. • OF WAUt E.W. ` v• /5 0 12 "o.c. E.W. 1 1111 BOTTOM GR. 60 6111010011MAJILiniamir •,:. 01111111111111 5 1/4" LR. POUR FOOTING ON UNYIELDING SOIL KNEE WALL n® io • • • • •• • • • • (2)-#6 HOOK ENDS AT FAR FACE (2) -#5 0 12 "o.c. EACH FACE HOOK ENDS AT FAR FACE #4 0 12" O.C. ,r xD ir/L1 (2)-96 HOOK ENDS AT FAR FACE & BAFFLE BEAM P.C. CONC. PLANK PER MFGR'• OWLS. 4- BRG. FILL P.C. PLANK CELL W /CONC. AS REOU RED BY P.C. PLANK MFCR. /5 0 24 "o.c. x --it,. DOWELS. CONT. BEARING STRIP BY P.C. PLANK MFGR. 05 O 24 "o.c. x 3'- (5) -/5 CONT. CONC. SLAB PER PLAN HOOK • 2" CLR. • • • • • • • ••• • • 1. -7" • /5 CONT. TOP FINISH GRADE PER CIVIL DRAWINGS 1 PROVIDE "FREE DRAINING GRANULAR" BACKFILL ALL AROUND TANK PER SOILS ENGINEER. /8 0 11 "o.c. VERT. INSIDE FACE GRADE 60. 10" /5 0 12" o.c. HORIZONTAL STD. HOOK .ICONC. SLAB PER PLAN PERF. PVC N TO OAYUCHT • • • • • R • •• ••. • • •• 4._•. ®L TYP. SIDE WALL • • • • • • • • CLR. • • • • • • • • • • • • • • • •• • POUR FOOTING ON • UNYIELDING SOIL ,' /6 0 12%4. xI I �- "-C 3•_O- • • • • • • • • • • • • • n2 n.s SEP STD. HOOK • f • RAIN PERF. 1YO Q DAYLIC 19 E P A • • 111.11-ifif Ii..I[11 1'1'1 1'111 yi��i1�(i.�i�i1i�,' INCH 0 1 CHINA 5l bl El Zl 11111111111111111111111111111i1111111111 X111111 111111111111Ii•'11 5 6 9 g= ti E Z l No 0 11111111111.1l11! 11111111111! 11111111111111111111111111iii1i11111111111 ®n TYP. END WAL -/5 CONT. /S O ,I 2 "G.C.I STD. HOOK 0 REVISIONS L CIVIL REVS. 7 -6 -0t y_,.T BY NT NTa WTI W 0I Z Z Z C W W Z Z W • 1— to W W M1 a = a CO I:L )0 IVl 0 KWILA, WASHINGTON A 0 0 U T DATE: 05/17/01 SCALE: AS SHOWN DRAWN: HA /CYW .108: 10304 SHEET S6 OF