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Permit D07-135 - DANKES RESIDENCE - CORNERSTONE BLOCK WALL
DANKES RESIDENCE 4646 S 160 ST D07 -135 Parcel No.: 2223049044 Address: 4646 5 160 ST TUKW Suite No: Tenant: Name: DANKES RESIDENCE Address: 4646 S 160 ST , TUKWILA WA Owner: Name: MOSES ROY D Address: 4646 S 160TH ST , TUKWILA WA 98188 Phone: Contact Person: Name: PATRICK PAUL Address: 5902 45 AV SW , SEATTLE WA 98136 Phone: 206 240 -6560 Contractor: Name: P C P CONSTRUCTION Address: 5902 45 AV SW , SEATTLE WA 98136 Phone: 206 240 -6560 Contractor License No: PCPCO * *981JD Value of Construction: $15,232.00 Type of Fire Protection: Type of Construction: doc: IBC-10/06 City -of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us DEVELOPMENT PERMIT Permit Number: D07 - 135 Issue Date: 05/14/2007 Permit Expires On: 11/10/2007 Fees Collected: $546.92 International Building Code Edition: 2003 Occupancy per IBC: Expiration Date: 02/12/2009 DESCRIPTION OF WORK: EXCAVATE EXISTING ROCK WALL TO REPLACE WITH CORNERSTONE BLOCK WALL, 33' X 6' TALL. * *continued on next page ** D07 -135 Printed: 05-14 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Water Meter: I hereby certify that I have read and Signature: Print Name: doc: IBC -10/06 City Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End 'rime: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: N Permit Center Authorized Signature �1 l..l 1 h.. �h Date: governing this work will be complie . , ther specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performae of work. I am authorized to sign and obtain this development permit. /,‘V Permit Number: D07 -135 Issue Date: 05/14/2007 Permit Expires On: 11/10/2007 us(iy l451- permit and know the same to be true and correct. All provisions of law and ordinances Date: 5 7 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. D07 -135 Printed: 05-14 -2007 Parcel No.: 2223049044 Address: Suite No: Tenant: 4646 5 160 ST TUKW DANKES RESIDENCE 1: ** *BUILDING DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D07 -135 ISSUED 04/13/2007 05/14/2007 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 6: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 7: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. doc: Cond -10/06 * *continued on next page ** D07 -135 Printed: 05-14 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and 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 work construction or the performance of work. Signature: Print Name: I .7; ��N`7 doc: Cond -10/06 D07 -135 Date: C ordinances governing or local laws regulating Printed: 05-14 -2007 Site Address: 1 l° '¢ e a S J/ 0 11-i . Tenant Name: Name: �-�r; Pau I Mailing Address: 590,) 4 /ft/C. SW E -Mail Address: pepe /Arse), fe/A4 od . (drill Company Name: Pe 1' 4, S'f/vcf7ra Mailing Address: 590 4' f t • S W Contact Person: Pa+ 1 AL,/ E -Mail Address: Contractor Registration Number: fvl 0.0qq I 119 Company Name: Mailing Address: Contact Person: E -Mail Address: CITY OF TUKWIL4 Community Developmer epartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us Qa ri tes Company Name: 2 ;ppor 2.e- m 4SS5da1 x c Mailing Address: / $ 9 D C 33rd- Ave W . Su %ft' //7 Contact Person: ` T1 .0 Po b Pr ks E -Mail Address: % 7 in . rD bee4 -l(7 z-; PPP 2" • Co ni Q: \ApplicationsTorns- Applications On Line \3 -2006 - Permit Application.doo Revised: 9 -2006 bh Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** King Co Assessor's Tax No.: 2,2222[8_,q01--H Suite Number: Property Owners Name: ? Mailing Address: City Day Telephone: SPCC 1t/t City New Tenant: State ao (,- 2Vo.&s0o w,4 9V3 Fax Number: a - 9 3 - (05/65.5 GENERAL CONTRACTOR INFORMATION (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg Se4 7%/f City Day Telephone: Fax Number: bu•4 State a9(- aye) 933- Expiration Date: V112.101 Floor: .... Yes D ..No State Zip State Zip Zip - 9 1(34, City Day Telephone: Fax Number: Zip LylwJo GOO City State Zip Day Telephone: a5 - 5 73 - Y Fax Number: a5 - 5-73— 99 5-9 Page 1 of 6 Will there be new rack storage? ❑.... Yes Q:\Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bb Valuation of Project (contractor's bid p : $ /j o Existing ailding Valuation: $ Scope of Work (please provide detailed information): bs){l6tu7 +e L x,S f: -45 KO ck t sa(L t Ck if -4t4o ( ✓h PJ f to P C� 1.)4 l ( '33 ft Number of Parking Stalls Provided: Standard: ❑ .. No If yes, a separate permit and plan submittal will be required. e AII:B ea ware; PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8 -1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 Fixture Type Qty'- 'Fixture Type: Qty Fixture Type. ;, : ^Qty 'Fixture Type:' ' . 'Qty = '.: Bathtub or combination bath/shower Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic Floor drain Sinks Dental unit, cuspidor Shower, single head trap Urinals Dishwasher, domestic, with independent drain Lavatory . Water Closet Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent Additional medical gas inlets/outlets — six or more Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Repair or alteration of water piping and/or water treating equipment Repair or alteration of drainage or vent piping Medical gas piping system serving one to five inlets/outlets for specific gas PI��TMBIN PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: Contact Person: E - Mail Address: Contractor Registration Number: AND G, AS PIPINF'''PERMIT INFORMATION - . 206 =433 -67 Valuation of Plumbing work (contractor's bid price): $ Valuation of Gas Piping work (contractor's bid price): $ Scope of Work (please provide detailed information): Q:lApplications'Fonns- Applications On Line'3 -2006 - Permit Application.doc Revised: 9 -2006 bh State Zip City Day Telephone: Fax Number: Expiration Date: Building Use (per Intl Building Code): Occupancy (per Intl Building Code): Utility Purveyor: Water: Sewer: Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Page 5 of 6 Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUT RIZED Af ENT: Signature: Print Name: / Mailing Address: Date Application. Accepted: c « -f( /-- S&I Q: Applications\Forms- Applications On Line'3 -2006 - Permit Application.doc Revised: 9 -2006 bh Date: `7 —/ 3 Day Telephone: 946 — * 'd - Lo 51.0 S" e4 ty/r Gv.A gefi3 s. City State Zip Date Application Expires: l bl l 7 2l DI- Staff Initials: ( Page 6 of 6 Parcel No.: 2223049044 Permit Number: D07 -135 Address: 4646 S 160 ST TUKW Status: APPROVED Suite No: Applied Date: 04/13/2007 Applicant: DANKES RESIDENCE Issue Date: Receipt No.: R07 -00819 Initials: JEM User ID: 1165 City of Tukwila Payee: PATRICK C PAUL CONSTRUCTION RECEIPT TRANSACTION LIST: Type Method Description Amount Payment Check 4534 333.24 ACCOUNT ITEM LIST: Descript ion BUILDING - NONRES STATE BUILDING SURCHARGE Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: //www.ci.tukwila.wa.us Account Code Current Pmts 000/322.100 328.74 000/386.904 4.50 Total: $333.24 Payment Amount: 8333.24 Payment Date: 05/14/2007 08:54 AM Balance: 80.00 8179 05/14 9716 TOTAL 333.24 doc: Receiot -06 Printed: 05-14 -2007 Receipt No.: R07 -00570 Payee: PATRICK C. PAUL TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Parcel No.: 2223049044 Permit Number: D07 -135 Address: 4646 S 160 ST TUKW Status: PENDING Suite No: Applied Date: 04/13/2007 Applicant: DANKES RESIDENCE Issue Date: Initials: JEM Payment Date: 04/13/2007 10:09 AM User ID: 1165 Balance: $333.24 Amount Payment Check 4480 213.68 Account Code Current Pmts 000/345.830 213.68 Total: $213.68 Payment Amount: $213.68 7092 04/13 9716 TOTAL 213.6E doc: Receipt -06 Printed: 04 -13 -2007 Project: 7).9 �,Cr S �/'S Type of Inspection: l / /V"? 7 Address: y6 g‘• s /Ka 57, Date Called: Special Instructions: Date Wanted: S - _5'0 - O - 7 C tt>. p.m. Requester: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 proved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: /3 i; nspect r: "i144 / 7/., i.fir' 58.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southce er Blvd., Suite 100. Call the schedule reinspection. eceipt No.: 'Date: 'Date: Y et: �i. hfr ' L-.s ,Do 7 %S FIELD copy [EXPIRES: 09 / 04 /C f SEGMENTAL RETAINING WALL CALCULATIONS 4646 South 160 Street Tukwila, Washington ZZA Job Number 81075820 March 20, 2007 PREPARED FOR: PCP Construction R E VI EWE D FOR t CODE COMPLIANCE APPROVED ZZA ZIPPER ZEMAN ASSOCIATES, INC. 18905 33 Avenue West, Suite 117 Lynnwood, Washington 425.771.3304 (P) 425.771.3549 (F) RECEIVED CITY OF TUKWILA APR 13 2007 puma cEi4 41304 810075820 4646 South 160 Street Segmental Retaining Wall Summary of Design Parameters • Retained Soil o Soil Type — Soil meeting the requirements of WSDOT 9- 03.14(3) Common Borrow compacted to minimum 95% ASTMD D -1557 maximum dry density o Friction Angle — 34 degrees o Cohesion — 0 psf o Moist Unit Weight —125 pcf • Reinforced Soil (Specified by ZZA) o Soil Type — WSDOT 9- 03.14(4)Gravel Borrow for Geosynthetic Retaining Wall compacted to minimum 95% ASTM D -1557 maximum dry density. o Friction Angle — 36 degrees o Cohesion — 0 psf o Moist Unit Weight — 130 pcf • Foundation Soils o Soil Type — Site soils compacted to min. 95% ASTM D-1 557 maximum dry density. o Friction Angle — 34 degrees o Cohesion — 0 psf o Moist Unit Weight — 125 pcf • Seismic Design o Walls designed for'' Y2 of the peak ground acceleration resulting from an event with a 10 percent probability of.exceedance in 50 years. (Ap= 0.29g) • Surcharge o 250 psf live load construction traffic surcharge (static conditions only) DESIGN MINIMUM FACTORS OF SAFETY • External Stability o Overturning ■ 2.0 Static • 1.5 Seismic o Sliding • 1.5 Static • 1.1 Seismic o Bearing Capacity • 2.0 Static • 1.5 Seismic • Internal Stability o Geogrid Strength, Pullout, Direct Sliding, Connection Break • 1.5 Static • 1.1 Seismic o Geogrid Connection Pullout (Serviceability) ■ 1.0 Static • NA Seismic Summary Calculations MSEW -- Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Present Dateaime: Tue Apr 10 13:54:19 2007 C:17ZANSEW Template Files1MSEW 3.01Cornerstone 100 with Sympaforce18 1 0751120 7'.BEN "... .• ....a..,.,..c..■ 'YWM'irn !!nR':s+1. ZZA .1� ZIPPER ZEMAN ASSOCIATES INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTING 18905 33RD AVE. WEST #117 P. 425.771.3304 F. 425.771.3549 11121111111111111AMMIN AASHTO DESIGN METHOD Cornerstone Retaining Wall PROJECT IDENTIFICATION Title: Cornerstone Retaining Wall Project Number: 81075820 Client: PCP Construction Designer: R Ross Station Number: 7 foot section Description: Company's information: Name: Zipper Zeman Associates Street: 2115 S. 56th Street Suite 405 Tacoma, WA 98409 Telephone #: 253 -573 -9939 Fax #: 253 -573 -9959 E -Mail: jgeastman @zipperzeman.com Original file path and name: C:\ZZA\MSEW Template Files\MSEW 3.0 \Cornerstone 100 wit orce \81075820 7'.BEN Original date and time of creating this file: Thus Mar 29, 2007 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Cornerstone Retaining Wall ._. •�' ^ Page 1 of 6 Copyright 01998-2006 ADAMA Engineering, Inc. _ _..,,. mow .._,..a„Y� -ov„ -- , wr _ License number MSEW- 301524 truwrv...,.wnvmr. uyu. r...u.unv ru.u.v...uYmrvA••.uwtvr....u.001l . uwr rv... uw, 11 1WV,r..uw.v...uw.r_uwn.r..uwer r...uuurrn.uuarr.:.ur¢rv•=1. 0114(1/ unwrw.0 MSEW -- Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Present Date/Pmte. Tue Apr 10 13:54:20 2007 C:17ZAAMSEW Template Piles1MSEW 3.01Cornentone 100 with Sympaforce131075020 T.BEN nP!!D7•+N'a m..+l. wrv.... r�.urarvruyg vAa. marv�. Lyalrv. r )..uerri.euwnv.,.NrRev env.. .ura.v...tSi�Y_r�•le..a�' swam a want... rte... , 111 wmNem• SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, RETAINED SOIL Unit weight, y Design value of internal angle of friction, 4, 4 130.0 Ib /ft' 36.0 ° 125.0 lb /ft' 34.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y muiv 125.0 lb /ft' Equivalent internal angle of friction, •equiv 34.0 ° Equivalent cohesion, c t . 0.0 Ib/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.2596 (if batter is Tess than I0 °, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, tg= 63.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.2827 (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 = 42.16 SEISMICITY Maximum ground acceleration coefficient, a ° = 0.150 Kae ( a 0) = 0.3769 Kae ( ao 0) = 0.2543 A Kae = 0.1226 Seismic soil - geogrid friction coefficient, F* is 80.0% of its specified static value. Cornerstone Retaining Wall Copyright 0 1998 -2006 ADAMA Engineering, Inc. N y= 41.06 (see eq. 37 in DEMO 82) . ..._.......n,_.. .,.e., ,.e.... ...,rm..,.e... ,. m.., r,..,. .m..,..e..r_. ,_...�.., ^wawa. r................ ee .._........,...,.._.........m. Page 2 of 6 License number MSEW- 301524 ,.... ,...c.,. -.∎ uldIr 1.v14 I•sel. r........cr, .. ,.wrr ULM1....,.u.nva..,.ucr r... lea lad. I II WM ..vn....,..mr....,.YAW v r,.wnv...,..n..r...,.wnr.....wn a ,.wurv.i., .e...a MSEW -- Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Presem Date/Time: Tue Apr 10 13:54:2D 2007 C:VZAVsISEW Template Filet MSEW 3.0%Comeratone 100 with Symparorc0 1075020 T.BEN ..•-..... � ....w[. u.,r ��m.,�.. , r��...,wgv r.Y..rygr, r NM. .YT.!. !ua }Ytr4!M...f e•■• Y,e.VL�•.... M....a"... vwuwgvw....avr w.. u. DATA INPUT DATA: Geogrids (Analysis) Tult [Ib /ft] 2254.0 4350.0 6715.0 Durability reduction factor, RFd 1.15 1.15 1.15 Installation- damage reduction factor, RFid 1.21 1.10 1.10 Creep reduction factor, RFc 1.52 1.52 1.52 N/A N/A Fs- overall for strength N/A N/A N/A Coverage ratio, Rc 1.000 1.000 1.000 Friction angle along geogrid -soil interface, p 30.17 30.17 30.17 Pullout resistance factor, F* 0.80•tant 0.80-tan.) 0.80•tanp 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 Oft 1.00 0 3.3 ft 1.00 Z [ft] 6.6 6.6 ft 1.00 9.8 ft 1.00 13.1 ft 1.00 9.8 16.4 ft 1.00 19.7 ft 1.00 16./ 26. Geogrid Geogrid Geogrid Geogrid Geogrid type #1 type #2 type #3 type #4 type #5 32.8 K / Ka 1.0 2.0 3.0 Cornerstone Retaining Wall Page 3 of 6 Copyright 0 1998 -2006 ADAMA Engineering, Inc. License number MSEW- 301524 Caw. MUM 11w..IIN(WYr"WSW Y.w111/fttVS 111110. Yr-IIW[WV II4IIw Von1.MEM'VwrIIM*W VO.f$fl Vows " .e Cr 1.W[.. Vw1.1.Ww 11∎41. .-11MX ■•■ IIMQV VI.w1. YAW VrNYQVV....114.1 M01.41. *LW[WYiu MSEW -- Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Present Date/Time: Tue Apr 10 13:5420 2007 C: ZZAVNSEW Template File: MSEW 3.0Cornerstone 100 with Sympaforcet81075820 T.BEN ra-_: y Im! .:Ylra S'y'nc- -•.r•W.., mennue lea.YwI1Amy I. 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 1.00/0.67 ft. Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is Yr = 125.00 lb /ft 2 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 Cornerstone Retaining Wall Copyright ® 1998 -2006 ADAMA Engineering, Inc. Z / Hd 0.00 0.25 0.50 0.75 1.00 Top of wall 1.00 0.90 0.80 0.70 0.60 To- static / Tmax or To- seismic / Tmd Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 a rll CRu (2) a CRu a CRu a CRu a CRu 0.0 0.20 0.0 0.25 0.0 0.27 500.0 0.23 1500.0 0.32 2000.0 0.33 N/A N/A 1000.0 0.27 2500.0 0.36 4000.0 0.39 1500.0 0.31 3500.0 0.41 6000.0 0.46 2000.0 0.34 4000.0 0.43 8000.0 0.52 Geogrid Type # P Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 a CRs a CRs a CRs a CRs a CRs 0.0 0.16 0.0 0.18 0.0 0.13 500.0 0.20 1500.0 0.25 2000.0 0.20 N/A N/A 1000.0 0.23 2500.0 0.30 4000.0 0.27 1500.0 0.27 3500.0 0.34 6000.0 0.34 2000.0 0.30 4000.0 0.36 8000.0 0.40 11) a = Confining stress in between stacked blocks [Iblft 2 ] 121 CRu = Tult -c / Tult 131 CRs = Tpo -c / Tult In seismic analysis, Tc- pullout is reduced to 80% of its static value. DA TA (for connection only) Type #1 Type #2 Type #3 Type #4 Type #5 Product Name 30/30 -20 60/30 -15 100/30 -20 N/A N/A Durability reduction factor, RFd 1.00 1.00 1.00 N/A N/A Creep reduction factor, RFc 1.00 1.00 1.00 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 0.50 V...I.YW.W.r I. 4MW V-.-I. I. I. I ..w,.Y.cWIw1Vo¢.Vsw,.Wl.,_I.44W v._ u4,1W Page 4 of 6 License number MSEW- 301524 MSEW -- Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Present Date/Time: Tue Apr 10 13:54:20 2007 C1ZZA MSEW Template Files\MSEW 3.0tComerstone 100 with Sympaforce181075820 T.BEN . .. n... r. q,rM!!pr!re."1"TH. s..,.H!aLY! PITNeei!! Mr ir_s Lwc..t2+• w.. ..y INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 7.00 [ft] Batter, w 4.4 [deg] Backslope, Q 0.0 [deg] Backslope rise 0.0 [ft] UNIFORM SURCHARGE Uniformly distributed dead Toad is 0.0 [Ib /ft =], and live load is 250.0 [lb/ft z] ANALYZED REINFORCEMENT LAYOUT: { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 6.00 ft } Broken back equivalent angle, l = 0.00° (see Fig. 25 in DEMO 82) SCALE: 0 2 4 6 [ft] r l Cornerstone Retaining Wall Page 5 of 6 Copyright 0 1998 -2006 ADAMA Engineering, Inc. License number MSEW- 301524 tows 141.1SSW .assIOASZIS Vas. 1.1061■ Vas. /*WSW Vim. 1.0 UMW Vows SII/ISSIS Vows SSW.. Wm." WPC Vssoe III WSW Voom. IS WASS ISSOIVasms111100/ /Iowa /8141¢1/ Tomo Se ISOM Vs. IS WIN sumo Ws./ IOW. Vows WEIS Yaws/S.4M VsmolOSII. ISISISIS Vasa IS MSEW -- Mechanically Stabilized Earth Walls Comerstone Retaining Wall Present Date/Time: Tue Apr 10 13:54:20 2007 C:\ZZA\MSEW Template Files\MSEW 3.0\Comerstone 100 with Sympaforee \81075820 T.BEN !,••∎, were... rI ttIF!rin•1F±Fn� VI Cr 11 !tW1k9Tale 9!•JY.I till4k1Vr. .SL lti"�et5�^!nrJt!R•LI21024L wnr r...uet.:41 r...0 reuwa r«.uwnw.+u ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.34, Meyerhof stress = 1377 lb /ft lion Interface: Direct sliding Fs = 2.134 Eccentricity, e/L = 0.1479, Fs- overtumine = 3.02 1 2.00 5.00 2 1.21 1.62 3.01 3.010 3.325 2.284 0.0847 60/30 -15 2 4.00 5.00 2 3.00 4.07 7.91 7.909 4.144 2.984 0.0386 60/30 -15 3 5.33 5.00 2 3.39 4.64 9.29 9.289 2.232 3.723 0.0171 60/30 -15 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 4.05, Meyerhof stress = 185316 /ft ti..., t.,r..•f • rlir.rs clir♦inn Rc = 1 '3/,Q FrePntricity efl . = 0 2751. Fs- = 1.75 1 2.00 5.00 2 0.84 1.41 2.75 2.746 2.321 1.535 0.1486 60/30 -15 2 4.00 5.00 2 1.84 3.12 6.59 6.590 2.542 2.168 0.0613 60/30 -15 3 5.33 5.00 2 2.09 3.58 7.78 7.782 1.380 2.957 0.0241 60/30 -15 _..,...,. .SS(...- .14110.11 ISPS _-wY .e...,.wece... /OM Von. I• WSW Seam •SMS% Owe 1.0 w.. ,• w..._.,. KIM ..... .... Morn 1.0 /MI•rowel.... 'Soma ,. MI. / ..N..We.sol•MS.. Vars. WAY. Sows / .m. �... Cornerstone Retaining Wall Page 6 of 6 Copyright C 1998 -2006 ADAMA Engineering, Inc. License number MSEW - 301524 GEOGRID CONNECTION Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [pullout [connection [geogrid strength resistance sliding e/L name [ft] [ft] # resistance] break] strength] Fs Fs Fs tows 141.1SSW .assIOASZIS Vas. 1.1061■ Vas. /*WSW Vim. 1.0 UMW Vows SII/ISSIS Vows SSW.. Wm." WPC Vssoe III WSW Voom. IS WASS ISSOIVasms111100/ /Iowa /8141¢1/ Tomo Se ISOM Vs. IS WIN sumo Ws./ IOW. Vows WEIS Yaws/S.4M VsmolOSII. ISISISIS Vasa IS MSEW -- Mechanically Stabilized Earth Walls Comerstone Retaining Wall Present Date/Time: Tue Apr 10 13:54:20 2007 C:\ZZA\MSEW Template Files\MSEW 3.0\Comerstone 100 with Sympaforee \81075820 T.BEN !,••∎, were... rI ttIF!rin•1F±Fn� VI Cr 11 !tW1k9Tale 9!•JY.I till4k1Vr. .SL lti"�et5�^!nrJt!R•LI21024L wnr r...uet.:41 r...0 reuwa r«.uwnw.+u ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.34, Meyerhof stress = 1377 lb /ft lion Interface: Direct sliding Fs = 2.134 Eccentricity, e/L = 0.1479, Fs- overtumine = 3.02 1 2.00 5.00 2 1.21 1.62 3.01 3.010 3.325 2.284 0.0847 60/30 -15 2 4.00 5.00 2 3.00 4.07 7.91 7.909 4.144 2.984 0.0386 60/30 -15 3 5.33 5.00 2 3.39 4.64 9.29 9.289 2.232 3.723 0.0171 60/30 -15 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 4.05, Meyerhof stress = 185316 /ft ti..., t.,r..•f • rlir.rs clir♦inn Rc = 1 '3/,Q FrePntricity efl . = 0 2751. Fs- = 1.75 1 2.00 5.00 2 0.84 1.41 2.75 2.746 2.321 1.535 0.1486 60/30 -15 2 4.00 5.00 2 1.84 3.12 6.59 6.590 2.542 2.168 0.0613 60/30 -15 3 5.33 5.00 2 2.09 3.58 7.78 7.782 1.380 2.957 0.0241 60/30 -15 _..,...,. .SS(...- .14110.11 ISPS _-wY .e...,.wece... /OM Von. I• WSW Seam •SMS% Owe 1.0 w.. ,• w..._.,. KIM ..... .... Morn 1.0 /MI•rowel.... 'Soma ,. MI. / ..N..We.sol•MS.. Vars. WAY. Sows / .m. �... Cornerstone Retaining Wall Page 6 of 6 Copyright C 1998 -2006 ADAMA Engineering, Inc. License number MSEW - 301524 GEOGRID CONNECTION Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [pullout [connection [geogrid strength resistance sliding e/L name [ft] [ft] # resistance] break] strength] Fs Fs Fs tows 141.1SSW .assIOASZIS Vas. 1.1061■ Vas. /*WSW Vim. 1.0 UMW Vows SII/ISSIS Vows SSW.. Wm." WPC Vssoe III WSW Voom. IS WASS ISSOIVasms111100/ /Iowa /8141¢1/ Tomo Se ISOM Vs. IS WIN sumo Ws./ IOW. Vows WEIS Yaws/S.4M VsmolOSII. ISISISIS Vasa IS MSEW -- Mechanically Stabilized Earth Walls Comerstone Retaining Wall Present Date/Time: Tue Apr 10 13:54:20 2007 C:\ZZA\MSEW Template Files\MSEW 3.0\Comerstone 100 with Sympaforee \81075820 T.BEN !,••∎, were... rI ttIF!rin•1F±Fn� VI Cr 11 !tW1k9Tale 9!•JY.I till4k1Vr. .SL lti"�et5�^!nrJt!R•LI21024L wnr r...uet.:41 r...0 reuwa r«.uwnw.+u ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.34, Meyerhof stress = 1377 lb /ft lion Interface: Direct sliding Fs = 2.134 Eccentricity, e/L = 0.1479, Fs- overtumine = 3.02 1 2.00 5.00 2 1.21 1.62 3.01 3.010 3.325 2.284 0.0847 60/30 -15 2 4.00 5.00 2 3.00 4.07 7.91 7.909 4.144 2.984 0.0386 60/30 -15 3 5.33 5.00 2 3.39 4.64 9.29 9.289 2.232 3.723 0.0171 60/30 -15 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 4.05, Meyerhof stress = 185316 /ft ti..., t.,r..•f • rlir.rs clir♦inn Rc = 1 '3/,Q FrePntricity efl . = 0 2751. Fs- = 1.75 1 2.00 5.00 2 0.84 1.41 2.75 2.746 2.321 1.535 0.1486 60/30 -15 2 4.00 5.00 2 1.84 3.12 6.59 6.590 2.542 2.168 0.0613 60/30 -15 3 5.33 5.00 2 2.09 3.58 7.78 7.782 1.380 2.957 0.0241 60/30 -15 _..,...,. .SS(...- .14110.11 ISPS _-wY .e...,.wece... /OM Von. I• WSW Seam •SMS% Owe 1.0 w.. ,• w..._.,. KIM ..... .... Morn 1.0 /MI•rowel.... 'Soma ,. MI. / ..N..We.sol•MS.. Vars. WAY. Sows / .m. �... Cornerstone Retaining Wall Page 6 of 6 Copyright C 1998 -2006 ADAMA Engineering, Inc. License number MSEW - 301524 1 MSEW -- Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Ap W Present Dateme: Tue Apr 10 13:59:55 2007 C:VZAIMSE Template Fdes1MSEW 3.01Cornerstone 100 with Symptom 5.67.BEN em.9wAs ....gmsr_r=.. {..!y.r r.nmEmew.uMSR .!f Metl2^lr !a 47'!' ]St erm ea! t! 4uM!r! Sus!SrowteLnen_trsers.m ...1.sae.....r..a.v..o.nsr.w .memw*.rwt•.•w:.r...r r, ZZA ZIPPER ZEMAN ASSOCIATES INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTING 18905 33RD AVE. WEST #117 P. 425.771.3304 F. 425.771.3549 AASHTO DESIGN METHOD Cornerstone Retaining Wall PROJECT IDENTIFICATION Title: Cornerstone Retaining Wall Project Number: 81075820 Client: PCP Construction Designer: R Ross Station Number: 5.67 foot section Description: Company's information: Name: Zipper Zeman Associates Street: 2115 S. 56th Street Suite 405 Tacoma, WA 98409 Telephone #: 253 -573 -9939 Fax #: 253 -573 -9959 E -Mail: jgeastman ®zipperzeman.com Original file path and name- C:\ZZA\MSEW Template Files\MSEW 3.0 \Cornerstone 100 wit e \81075820 5.67'.BEN Original date and time of creating this file: Thus Mar 29, 2007 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. f e.-.,., w.....,.« x. v.... wa..... w.. Vero ,. sn. Von. , .uK..•...MUMv...,.w... v. >. w.. w. s.,. wev,... ,.wn,...>.,,n.,r•■•..un.w....we., ...,. x.,,._.. uu..asoa,.us.•,,.......u.•w....wer w.. "WM,v. Cornerstone ® 1998-2006 Wall _... Inc. License ...,...... _..... �,..,.m. ...,,�. ..... .., ,...,__,.....__...,.R._..,. -... _,.. num b number MSEW- 3 0 1 of 1 5 6 Copyright 1998 -2006 ADAMA Engineering, nume MSEW0524 MSEW -- Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Present DateTme: Tue Apr 10 13:59:55 2007 C:ITZAIMSEW Template Files'MSEW 3.0\Cornerstone 100 with Sympaforce181075820 5.67..9EN !•r. Im . , �fi•_�a•J . , NC• 2 .• , . w. .gr .. . r- .ur.. v,..,.m...I... MOM WIF∎10 ∎( SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, RETAINED SOIL Unit weight, y Design value of internal angle of friction, 41 FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y e 125.0 lb /ft ' Equivalent internal angle of friction, Sequiv. 34.0 ° Equivalent cohesion, c equiv 0.0 Ib/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.2596 (if batter is less than 10 °, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, yr= 63.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.2827 (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 = 42.16 SEISMICITY 130.0 lb /ft 3 36.0 ° 125.0 Ib /ft ' 34.0 ° N y= 41.06 Maximum ground acceleration coefficient, a ° = 0.150 Kae ( a.> 0) = 0.3769 Kae ( ao 0) = 0.2543 A Kae = 0.1226 (see eq. 37 in DEMO 82) Seismic soil - geogrid friction coefficient, F* is 80.0% of its specified static value. Cornerstone Retaining Wall Copyright 0 1998 -2006 ADAMA Engineering, Inc. Page 2 of 6 License number MSEW- 301524 Vows ,. w.., w,.., uv Sao , . Yll., ..w,.w(.','r,.w[..r,.mv,ww,. Vow. I.WC1 \alma r, .Nbtl. , .40∎ , ... , .vY.,mo.,.rE.vr l.vl. vw.1.0.14EW ww,.Y{tw v.w,..Y. w...>. Wawa la wvo...18145 vru PAM ...NU MSEW -- Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Present Date/Time: Tue Apr 10 13:59:55 2007 C:IZZA MSEW Template PIIeI MSEW 3.0Wortlerslone 100 with Sympaforce\81075820 5.67.BEN ..1.ynfr,y.eu,,w,rlt:nt , P_![rx ..!!w�'�lMS. •. en!! ws \r..NNK:!i+[1!NY•.bnnSuFFAerk!! il.tgeeN:y.. be,M!S' E.tt.1.1 . .fir■. 1 .wnvw..1.ulnV.p:.1..M.'w•.."WO. won "ann..1.1. DATA Tult [lb/ft] 2254.0 4350.0 6715.0 Durability reduction factor, RFd 1.15 1.15 1.15 Installation- damage reduction factor, RFid 1.21 1.10 1.10 Creep reduction factor, RFc 1.52 1.52 1.52 N/A N/A Fs- overall for strength N/A N/A N/A Coverage ratio, Rc 1.000 1.000 1.000 Friction angle along geogrid -soil interface, p 30.17 30.17 30.17 Pullout resistance factor, F* 0.80•tan* 0.80•tanl 0.80•tant N/A N/A Scale- effect correction factor, a 0.8 0.8 0.8 Oft 3.3 ft 6.6 ft 9.8 ft 13.1 ft 16.4 ft 19.7 ft INPUT DATA: Geogrids (Analysis) Geogrid type #1 Variation of Lateral Earth Pressure Coefficient With Depth Z K /Ka 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cornerstone Retaining Wall Copyright 0 1998 -2006 ADAMA Engineering, Inc. Geogrid Geogrid Geogrid Geogrid type #2 type #3 type #4 type #5 0.0 0 Z [ft] 6.6 9.8 161 26. 32.8 K /Ka 1.0 2.0 3.0 Page 3 of 6 License number MSEW - 301524 MSEW -- Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Present Date/Time: Tue Apr 10 13:59:53 2007 C:VZANMSEW Template FilesVNSEW 3.0\Comerstone 100 with Sympaforee\01075620 5.61.BEN >t±..!dYgSr!!an1S GY�RSVM3S r.• ML. YIeru 11A! !.YxI!NP_YosUl!fIrler! /!Y47.M!n t! W. 9 Yen ,.upr_,�.1t.yurv.�,.wwF�.>er nvwi+t.nm•vr.,•ws..v�.,.wnv�.0 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 1.00/0.67 fr. Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is Yr = 125.00 lb /ft ' Z / Hd To- static / Tmax or To- seismic / Tmd 0.00 0.25 0.50 0.75 1.00 Geogrid Type #1 Geogrid Type #2 a CRu 0.0 0.20 0.0 0.25 500.0 0.23 1500.0 0.32 1000.0 0.27 2500.0 0.36 1500.0 0.31 3500.0 0.41 2000.0 0.34 4000.0 0.43 a (1) CRu (2) Geogrid Type #1 CRs 0.0 0.16 500.0 0.20 1000.0 0.23 1500.0 0.27 2000.0 0.30 1.00 1.00 1.00 1.00 1.00 Geogrid Type #2 a CRs 0.0 0.18 1500.0 2500.0 3500.0 4000.0 ( a = Confining stress in between stacked (2) CRu = Tult -c / Tult 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) Product Name Durability reduction factor, RFd Creep reduction factor, RFc Overall factor of safety: connection break, Fs Overall factor of safety: connection pullout, Fs 0.25 0.30 0.34 0.36 Cornerstone Retaining Wall Copyright C 1998 -2006 ADAMA Engineering, Inc. Geogrid Type #3 a CRu 0.0 0.27 2000.0 0.33 4000.0 0.39 6000.0 0.46 8000.0 0.52 blocks [lb /ft 3] Type #1 30/30 -20 1.00 1.00 N/A N/A Z / Hd 0.00 0.25 0.50 0.75 1.00 60/30 -15 1.00 1.00 N/A N/A To orwall 1.00 0.90 0.80 0.70 0.60 To- static / Tmax or To- seismic / Tmd Geogrid Type #4 Geogrid Type #5 a CRu a CRu N/A N/A Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 CRs a CRs a CRs 0.0 0.13 2000.0 0.20 N/A N/A 4000.0 0.27 6000.0 0.34 8000.0 0.40 Type #2 Type #3 100/30 -20 1.00 1.00 N/A N/A Type #4 N/A N/A N/A N/A N/A Type #5 N/A N/A N/A N/A N/A 0.50 Page 4 of 6 License number MSEW-301 524 SA/. NSLI/W Sawa NSW. I N NOM UN. N WNW SIN. WI WNW VossmoN INSIV *Nom WI WNW kW* IG NS/W Ns.* WNW Wm. NINN/ N.* Ws NNW Woo. 111 NNW Vow.. NNW Var. SA NNW *woo NNW. SW.* SOINSW SW.. I OW. OW* SIN MSEW -- Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Present Date/Time: Tut Apr 10 13:5956 2007 C:iZZAVNSEW Template Files \MSEW 3.O Cornerstone 100 with Sympaforcc.81075820 5.67BEN ... -�.w. r...yua.r.. -uw. .�......wr�.. u.a.......w.......wa. ..rcew.... �. .... a+m...,......i.r.�,.�w....... _ }. Yt•ee,.. .+q� ,.n.n.r...u.nr.r.,.uwn.•w..,. _w.a.ui�y. v.ffi•r__,...- - - --- Design height, Hd Batter, co Backslope, Q Backslope rise INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) 5.67 [ft] ( Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 4.67 ft ) 4.4 [deg] 0.0 [deg] 0.0 [ft] Broken back equivalent angle, 1 = 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [Ib /ft 2], and live Toad is 250.0 [lb/ft 2 ] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] Sox* a* wk SW* NUN. /mu INSINY Vas. NNW* Nwsa INNOIN Vows SOLAW Vess*NINSW Nos., NOW. KO. mews vi Voo.“•■611. 01114}0V VomatO WSW Vora 1 WISMOVossos IN/NW ON. NYSE. *own N WOW Vow* N NNW Woos INNIS Wm." Cornerstone Retaining Wall Page 5 of 6 Copyright 0 1998 -2006 ADAMA Engineering, Inc. License number MSEW - 301524 Voso• IS WSW .....111.11EIF WS% 1....0,111Saffw Sara IS lialr v..... NAV VounsliSIII. Vilma 1,1.01.• v... *um. Swam I•MEIV IS 1•1411 WO MK Vows MY. IS YAW Koos IMSETCW.SVI.MY Vssosall MSEW -- Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Present Date/Time: Tue Apr 10 13:59:56 2007 C:1ZZANASEW Template FIesVASEW 3.OlCornerstone 100 with Sympeforee\810751120 5.67'.BEN rr.,.r ��ygr v.,.. upar_w -.!, w.} Mx n!•. yfi�: yrx!!!' ffi: �MCa!!! rs:.: r_. t•! asS :!!S8.!trCyP.,..�L.}y4�'�M!r.l :!�Pr...r4.!.�.uw.y' \!!.. ...__!. nS:.�.. u�cr r �..�.r...,..s.. w.. u.ecr w.r uu...teu ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 10.27, Meyerhof stress = 1080 lb /ft Foundation Interface: Direct sliding. Fs = 2.454. Eccentricity. e/L = 0.1039. Fs- overturning = 4.16 1 2.00 5.00 2 1.42 1.91 3.67 3.667 2.973 2.709 0.0522 60/30 -15 2 4.00 5.00 2 2.81 3.85 7.71 7.706 2.248 3.723 0.0171 60/30 -15 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 7.52, Meyerhof stress = 1262 lb/ft Foundation Interface: Direct sliding. Fs = 1.619. Eccentricity, e/L = 0.1865. Fs- overturning = 2.51 1 2.00 5.00 2 0.98 1.65 3.32 3.319 2.051 1.907 0.0863 60/30 -15 2 4.00 5.00 2 1.78 3.04 6.56 6.561 1.422 2.957 0.0241 60/30 -15 14,1AW Vo....141AISFY SWIM own,* twosnr Vaasa Wm. lAYSIOr Vo“.1010itlf ■••■■■••■ISEW V•••• WO( Wry ....1414.SUSI Yens* IS SISEW ...a" Will Swam. Cornerstone Retaining Wall Copyright © 1998 -2006 ADAMA Engineering, Inc. Page 6 of 6 License number MSEW- 301524 GEOGRID CONNECTION Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [pullout [connection [geogrid strength resistance sliding e/L name [ft] [ft] # resistance] break] strength] Fs Fs Fs Voso• IS WSW .....111.11EIF WS% 1....0,111Saffw Sara IS lialr v..... NAV VounsliSIII. Vilma 1,1.01.• v... *um. Swam I•MEIV IS 1•1411 WO MK Vows MY. IS YAW Koos IMSETCW.SVI.MY Vssosall MSEW -- Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Present Date/Time: Tue Apr 10 13:59:56 2007 C:1ZZANASEW Template FIesVASEW 3.OlCornerstone 100 with Sympeforee\810751120 5.67'.BEN rr.,.r ��ygr v.,.. upar_w -.!, w.} Mx n!•. yfi�: yrx!!!' ffi: �MCa!!! rs:.: r_. t•! asS :!!S8.!trCyP.,..�L.}y4�'�M!r.l :!�Pr...r4.!.�.uw.y' \!!.. ...__!. nS:.�.. u�cr r �..�.r...,..s.. w.. u.ecr w.r uu...teu ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 10.27, Meyerhof stress = 1080 lb /ft Foundation Interface: Direct sliding. Fs = 2.454. Eccentricity. e/L = 0.1039. Fs- overturning = 4.16 1 2.00 5.00 2 1.42 1.91 3.67 3.667 2.973 2.709 0.0522 60/30 -15 2 4.00 5.00 2 2.81 3.85 7.71 7.706 2.248 3.723 0.0171 60/30 -15 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 7.52, Meyerhof stress = 1262 lb/ft Foundation Interface: Direct sliding. Fs = 1.619. Eccentricity, e/L = 0.1865. Fs- overturning = 2.51 1 2.00 5.00 2 0.98 1.65 3.32 3.319 2.051 1.907 0.0863 60/30 -15 2 4.00 5.00 2 1.78 3.04 6.56 6.561 1.422 2.957 0.0241 60/30 -15 14,1AW Vo....141AISFY SWIM own,* twosnr Vaasa Wm. lAYSIOr Vo“.1010itlf ■••■■■••■ISEW V•••• WO( Wry ....1414.SUSI Yens* IS SISEW ...a" Will Swam. Cornerstone Retaining Wall Copyright © 1998 -2006 ADAMA Engineering, Inc. Page 6 of 6 License number MSEW- 301524 GEOGRID CONNECTION Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [pullout [connection [geogrid strength resistance sliding e/L name [ft] [ft] # resistance] break] strength] Fs Fs Fs Voso• IS WSW .....111.11EIF WS% 1....0,111Saffw Sara IS lialr v..... NAV VounsliSIII. Vilma 1,1.01.• v... *um. Swam I•MEIV IS 1•1411 WO MK Vows MY. IS YAW Koos IMSETCW.SVI.MY Vssosall MSEW -- Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Present Date/Time: Tue Apr 10 13:59:56 2007 C:1ZZANASEW Template FIesVASEW 3.OlCornerstone 100 with Sympeforee\810751120 5.67'.BEN rr.,.r ��ygr v.,.. upar_w -.!, w.} Mx n!•. yfi�: yrx!!!' ffi: �MCa!!! rs:.: r_. t•! asS :!!S8.!trCyP.,..�L.}y4�'�M!r.l :!�Pr...r4.!.�.uw.y' \!!.. ...__!. nS:.�.. u�cr r �..�.r...,..s.. w.. u.ecr w.r uu...teu ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 10.27, Meyerhof stress = 1080 lb /ft Foundation Interface: Direct sliding. Fs = 2.454. Eccentricity. e/L = 0.1039. Fs- overturning = 4.16 1 2.00 5.00 2 1.42 1.91 3.67 3.667 2.973 2.709 0.0522 60/30 -15 2 4.00 5.00 2 2.81 3.85 7.71 7.706 2.248 3.723 0.0171 60/30 -15 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 7.52, Meyerhof stress = 1262 lb/ft Foundation Interface: Direct sliding. Fs = 1.619. Eccentricity, e/L = 0.1865. Fs- overturning = 2.51 1 2.00 5.00 2 0.98 1.65 3.32 3.319 2.051 1.907 0.0863 60/30 -15 2 4.00 5.00 2 1.78 3.04 6.56 6.561 1.422 2.957 0.0241 60/30 -15 14,1AW Vo....141AISFY SWIM own,* twosnr Vaasa Wm. lAYSIOr Vo“.1010itlf ■••■■■••■ISEW V•••• WO( Wry ....1414.SUSI Yens* IS SISEW ...a" Will Swam. Cornerstone Retaining Wall Copyright © 1998 -2006 ADAMA Engineering, Inc. Page 6 of 6 License number MSEW- 301524 .... v...,.,, SEW,•.,..,.,,... r...,..... r••■•,...{ rr_,... r...,... v...,.....,...,... Yore .. Y...... ,at.,`.....r.,.w..._,.....-.. .,...,..... ., ,... ._..,..u,v.. "maw._:.Lo m at ... MSEW -- Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Presets DateTime: Tu 10 14:01:17 2007 C:VZAtMSEW Template FIesN1SEW 3.0\Comerstone 100 with Sympaforee\8 10 751120 4.77'.BEN .:.,. �: ws.,.,n_._m,_ s_s.:r.,t rr_ se5*! s+. n.v.. .-. !• - !!! a �!rret: t !!r,� �r_ str�. x .r- !rr :t>yttr- _tuaPLISmI• s!e ZZA ZIPPER ZEMAN ASSOCIATES, INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTING } a N 18905 33RD AVE. WEST #117 `- P. 425.771.3304 maion'agallasminm F. 425.771.3549 AASHTO DESIGN METHOD Cornerstone Retaining Wall PROJECT IDENTIFICATION Title: Cornerstone Retaining Wall Project Number: 81075820 Client: PCP Construction Designer: R Ross Station Number: 4.33 foot section Description: Company's information: Name: Zipper Zeman Associates Street: 2115 S. 56th Street Suite 405 Tacoma, WA 98409 Telephone #: 253 -573 -9939 Fax #: 253 -573 -9959 E -Mail: jgeastman ®zipperzeman.com Original file path and name: C:\ZZA\MSEW Template Files\MSEW 3.0 \Cornerstone 100 wit e \81075820 4.33'.BEN Original date and time of creating this file: Thus Mar 29, 2007 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. vim. a wa. vr,. wn r..,,.,.m. v� u.,a,v..�. >. 4�.,.,e,..... ,. ,ue.•.•....,. w...� ,. ws. v...... w.v v... ,.,u.. v.� ,. w.. v... ,. w.w v.,.,..m. v...,....c...,.,. w. rte......,.. v...,.,,,c. r... n,a. rte. ,. u..v.•�,. uw.,..... w.r Cornerstone Retaining Wall Page I of 6 Copyright 0 1998 -2006 ADAMA Engineering, Inc. License number MSEW- 301524 MSEW -- Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Present Date/Time: Tue Apr 10 14:01:17 2007 C: ZZAIMSEW Template FIealSEW 3.0\Cornerstone 100 with Sympaforce18 1075 820 4.33'.BEN ma!L stAw max i":!o t�9• maitaluatz musvvmssutur ai..turru.-.,.mr.,. T ,.wrw.- ,.n... ,.,.r.r..,.wn....,•we... MIS PV.u.uwr.w+.,.way..,.wr.w. -n SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, RETAINED SOIL Unit weight, y Design value of internal angle of friction, 4, 4, FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y em d s . 125.0 lb /ft ' Equivalent internal angle of friction, (I I yequiv. 34.0 ° Equivalent cohesion, c equiv. 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS 130.0 lb/ft ' 36.0 ° 125.0 Ib /ft' 34.0 Ka (internal stability) = 0.2596 (if batter is Tess than 10 °, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, 4/= 63.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.2827 (if batter is Tess than 10 °, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 42.16 SEISMICITY N y= 41.06 Maximum ground acceleration coefficient, a ° = 0.150 Kae ( a ° > 0) = 0.3769 Kae ( ao 0) = 0.2543 A Kae = 0.1226 Seismic soil - geogrid friction coefficient, F* is 80.0% of its specified static value. (see eq. 37 in DEMO 82) Cornerstone Retaining Wall Page 2 of 6 Copyright 0 1998 -2006 ADAMA Engineering, Inc. License number MSEW- 301524 MSEW -- Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Present Date/Time: Tue Apr 10 14:01:17 2007 C:ITZAIMSEW Template PilesIMSEW 3.0 Cornerstone 100 with Sympaforee181075820 4.33'.BEN .......,, wv r !..,.. e.,..,.,.,......... v,.. v,- ,....r,.,.,.,�.v._,.,..a.r -ae .t!r sa..1!!.wn. rL...: Yer,)!!.srh.r!! r, r ,• v.. war v...,•..:.v,,...w. >..s./ ,•w.. DATA INPUT DATA: Geogrids (Analysis) Tult [lb /ft] 2254.0 4350.0 6715.0 Durability reduction factor, RFd 1.15 1.15 1.15 Installation - damage reduction factor, RFid 1.21 1.10 1.10 Creep reduction factor, RFc 1.52 1.52 1.52 N/A N/A Fs- overall for strength N/A N/A N/A Coverage ratio, Rc 1.000 1.000 1.000 Friction angle along geogrid -soil interface, p 30.17 30.17 30.17 Pullout resistance factor, F* 0.80•tan4 0.80•tant 0.80•tan4 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 0 ft 1.00 0 3.3 ft 1.00 Z [ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 13.1 ft 1.00 9.8 16.4 ft 1.00 19.7 ft 1.00 16. Cornerstone Retaining Wall Copyright 0 1998 -2006 ADAMA Engineering, Inc. Geogrid Geogrid Geogrid Geogrid Geogrid time #1 type #2 type #3 type #4 type #5 26. 32.8 K / Ka 1.0 2.0 3.0 4. ...ter.. ..... ....... ..,, Vora .•,.... moo • _..,.w.. `.• MP/ r.,.,.,,...' ...,. ....,• MANI Vow 10 %MY Ws. ,•..a. wawa ,.WAY ,,.:.,. a......�..._.,. 11.0,,`..,,.1. Page 3 of 6 License number MSEW- 301524 MSEW -- Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Present Date/Time: Toe Apr 10 14:01:17 2007 C:VZA'MSEW Template Filea\MSEW 3.0 Cornerstone 100 with Sympaforee\81075820 4.33'.BEN .•,...,.•.!:.. x .!.......- r u,,......,. w...•.• r .- t.,.r.�,-- y,.�..•....��.�,.. t�...t.----.•..�!..:r.�_x e!tw ..,.. s�.. ti. �s«- ri!! as::,.! �sv_- rc�m:!......,...•. �n. �.e.r«.,.,,....•.r..,,�..•...,. 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 1.00/0.67 ft. Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is yr = 125.00 lb /ft 3 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 Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 a t1t CRu (2) a CRu a CRu a CRu a CRu 0.0 0.20 0.0 0.25 0.0 0.27 500.0 0.23 1500.0 0.32 2000.0 0.33 N/A N/A 1000.0 0.27 2500.0 0.36 4000.0 0.39 1500.0 0.31 3500.0 0.41 6000.0 0.46 2000.0 0.34 4000.0 0.43 8000.0 0.52 Geogrid Type #P Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 a CRs a CRs a CRs a CRs a CRs 0.0 0.16 0.0 0.18 500.0 0.20 1500.0 0.25 1000.0 0.23 2500.0 0.30 1500.0 0.27 3500.0 0.34 2000.0 0.30 4000.0 0.36 (1) a = Confining stress in between stacked blocks [lb /ft 2 ] (2) CRu = Tult -c / Tult rat CRs = Tpo -c / Tult In seismic analysis, Tc- pullout is reduced to 80% of its static value. Z / Hd 0.00 0.25 0.50 0.75 1.00 Top of wall 0.0 0.13 2000.0 0.20 N/A N/A 4000.0 0.27 6000.0 0.34 8000.0 0.40 1.00 0.90 0.80 0.70 0.60 0.50 To- static / Tmax or To- seismic / Tmd DATA (for connection only) Type #1 Type #2 Type #3 Type #4 Type #5 Product Name 30/30 -20 60/30 -15 100/30 -20 N/A N/A Durability reduction factor, RFd 1.00 1.00 1.00 N/A N/A Creep reduction factor, RFc 1.00 1.00 1.00 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 Cornerstone Retaining Wall Copyright 0 1998 -2006 ADAMA Engineering, Inc. Page 4 of 6 License number MSEW- 301524 rooms ,.MaY ... m,.,...._,. MKS r...,.. e. r_.,.., y..,. WILY r...,. WMVulm,., 111./ Yaws , . W......,. .... 1441/._111 ,. Tame 1._.,.._1. 1. V*7 .16E.;,.r,..4LLI,r..•3.1......,,.. MSEW -- Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Present DateTme: Tue Apr 10 14:01:17 2007 C:IZZAIMSEW Template Fike1MSEW 3.0IComerstone 100 with Symparoreel8I075820 4.33'.BEN :may }ar:rce.!•9∎SN W4FYas.WinT•m.rwar... Iyy�uvt£_Y ! Trivet LINSIGNAMMWEWRIMST.VallltEM !!MwruY4IL is./ si!way.:. . wtrwnr...uwt.'r.nr.wnr INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 4.33 [ft] Batter, w 4.4 [deg] Backslope, a 0.0 [deg] Backslope rise 0.0 [ft] UNIFORM SURCHARGE Uniformly distributed dead Toad is 0.0 [lb /ft 2 ], and live load is 250.0 [Ib /ft ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] I I ■ wool* VI. USIA I•VIY.11 ammo N.M..* *Mg.' Vow. WS.* I• maw v.* I Imuw Vow VMS{Ill Vomolebtl. I • ham to twattal manv vow. • mstr ram .....■•■darw La Cornerstone Retaining Wall Copyright O 1998 -2006 ADAMA Engineering, Inc. ( Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 3.33 ft ) Broken back equivalent angle, 1= 0.00° (see Fig. 25 in DEMO 82) Page 5 of 6 License number MSEW - 301524 _ Moo* , .YakIr 1.11.. Y114rY...,. Y,..._1. Y.11, 1..,. Y..., _,._Y.....1■61/Y... »YY.._..0.114.1∎ Y..r, Y.., , . Yar ... _,. MSEW — Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Present Date/Time: Tue Apr 10 14:01:17 2007 C:VZAVMSEW Template Fles\MSEW 3.0\Comentone 100 with Sympaforca 10751120 4.77'.BEN . �r. 1.. YSwvr!. w..}.... ..w�r.r..,rrq..y}..,.,un�v.,... Yarn..! u�.•\•... u.: y�S!' rs!!.• av_:' ss�YW. S£. rr.. 1., w�, w.. u. .Ynrvt.�l.Ywv.- ...,ea•v�.lryq,r Yurv..flSwn•vp�Y.ww�I.YSVV�.' I.wn wr..Y4.v...11 ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 14.14, Meyerhof stress = 840 lb/ft Foundation Interface: Direct sliding Fs = 2 879 Eccentricity e/L = 0 0674 F — 6 1 2.00 5.00 2 2.10 2.86 5.64 5.645 2.905 3.317 0.0269 60/30 -15 2 2.67 5.00 2 4.20 5.74 11.50 11.505 3.923 3.729 0.0170 60/30 -15 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 12.18, Meyerhof stress = 905 lb/ft Foundation Interface: Direct slidintt Fs = 1.976 Eccentricity e/L = 0 1 t50 Fs- overtu•^•^ = 3 93 I 2.00 5.00 2 1.48 2.53 5.19 5.191 2.052 2.506 0.0405 60/30 -15 2 2.67 5.00 2 2.68 4.59 9.87 9.869 2.507 2.965 0.0238 60/30 -15 ere le lat. Sal.111•111. Van. wor Ur IA UMW V.A. I. KIM VOlow• "WSW Ve.M...8 WET' VOM01 Yaws 1. WIEW Sew.* PARLW Ye...14MM Vows loMPVII Yew ta liagf Vow.. UMW W....WM VONORt We VON.* .....1014.0 Cornerstone Retaining Wall Copyright C 1998 -2006 ADAMA Engineering, Inc. Page 6 of 6 License number MSEW - 301524 GEOGRID CONNECTION Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [pullout [connection [ geogrid strength resistance sliding e/L name [ft] [ft] # resistance] break] strength] Fs Fs Fs _ Moo* , .YakIr 1.11.. Y114rY...,. Y,..._1. Y.11, 1..,. Y..., _,._Y.....1■61/Y... »YY.._..0.114.1∎ Y..r, Y.., , . Yar ... _,. MSEW — Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Present Date/Time: Tue Apr 10 14:01:17 2007 C:VZAVMSEW Template Fles\MSEW 3.0\Comentone 100 with Sympaforca 10751120 4.77'.BEN . �r. 1.. YSwvr!. w..}.... ..w�r.r..,rrq..y}..,.,un�v.,... Yarn..! u�.•\•... u.: y�S!' rs!!.• av_:' ss�YW. S£. rr.. 1., w�, w.. u. .Ynrvt.�l.Ywv.- ...,ea•v�.lryq,r Yurv..flSwn•vp�Y.ww�I.YSVV�.' I.wn wr..Y4.v...11 ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 14.14, Meyerhof stress = 840 lb/ft Foundation Interface: Direct sliding Fs = 2 879 Eccentricity e/L = 0 0674 F — 6 1 2.00 5.00 2 2.10 2.86 5.64 5.645 2.905 3.317 0.0269 60/30 -15 2 2.67 5.00 2 4.20 5.74 11.50 11.505 3.923 3.729 0.0170 60/30 -15 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 12.18, Meyerhof stress = 905 lb/ft Foundation Interface: Direct slidintt Fs = 1.976 Eccentricity e/L = 0 1 t50 Fs- overtu•^•^ = 3 93 I 2.00 5.00 2 1.48 2.53 5.19 5.191 2.052 2.506 0.0405 60/30 -15 2 2.67 5.00 2 2.68 4.59 9.87 9.869 2.507 2.965 0.0238 60/30 -15 ere le lat. Sal.111•111. Van. wor Ur IA UMW V.A. I. KIM VOlow• "WSW Ve.M...8 WET' VOM01 Yaws 1. WIEW Sew.* PARLW Ye...14MM Vows loMPVII Yew ta liagf Vow.. UMW W....WM VONORt We VON.* .....1014.0 Cornerstone Retaining Wall Copyright C 1998 -2006 ADAMA Engineering, Inc. Page 6 of 6 License number MSEW - 301524 GEOGRID CONNECTION Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [pullout [connection [ geogrid strength resistance sliding e/L name [ft] [ft] # resistance] break] strength] Fs Fs Fs _ Moo* , .YakIr 1.11.. Y114rY...,. Y,..._1. Y.11, 1..,. Y..., _,._Y.....1■61/Y... »YY.._..0.114.1∎ Y..r, Y.., , . Yar ... _,. MSEW — Mechanically Stabilized Earth Walls Cornerstone Retaining Wall Present Date/Time: Tue Apr 10 14:01:17 2007 C:VZAVMSEW Template Fles\MSEW 3.0\Comentone 100 with Sympaforca 10751120 4.77'.BEN . �r. 1.. YSwvr!. w..}.... ..w�r.r..,rrq..y}..,.,un�v.,... Yarn..! u�.•\•... u.: y�S!' rs!!.• av_:' ss�YW. S£. rr.. 1., w�, w.. u. .Ynrvt.�l.Ywv.- ...,ea•v�.lryq,r Yurv..flSwn•vp�Y.ww�I.YSVV�.' I.wn wr..Y4.v...11 ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 14.14, Meyerhof stress = 840 lb/ft Foundation Interface: Direct sliding Fs = 2 879 Eccentricity e/L = 0 0674 F — 6 1 2.00 5.00 2 2.10 2.86 5.64 5.645 2.905 3.317 0.0269 60/30 -15 2 2.67 5.00 2 4.20 5.74 11.50 11.505 3.923 3.729 0.0170 60/30 -15 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 12.18, Meyerhof stress = 905 lb/ft Foundation Interface: Direct slidintt Fs = 1.976 Eccentricity e/L = 0 1 t50 Fs- overtu•^•^ = 3 93 I 2.00 5.00 2 1.48 2.53 5.19 5.191 2.052 2.506 0.0405 60/30 -15 2 2.67 5.00 2 2.68 4.59 9.87 9.869 2.507 2.965 0.0238 60/30 -15 ere le lat. Sal.111•111. Van. wor Ur IA UMW V.A. I. KIM VOlow• "WSW Ve.M...8 WET' VOM01 Yaws 1. WIEW Sew.* PARLW Ye...14MM Vows loMPVII Yew ta liagf Vow.. UMW W....WM VONORt We VON.* .....1014.0 Cornerstone Retaining Wall Copyright C 1998 -2006 ADAMA Engineering, Inc. Page 6 of 6 License number MSEW - 301524 r April 19, 2007 Patrick Paul 5902 45 Av SW Seattle WA 98136 RE: Letter of Incomplete Application # 1 Development Permit Application D07 -135 Dankes Residence — 4646 S 160 St Dear Mr. Paul: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on April 13, 2007 is determined to be incomplete. Before your application can continue the plan review process the following item from the following department needs to be addressed: Plannin! Department: Brandon Miles, at 206 431 -3684, if you have any questions concerning the following comment. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal 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 mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, A A M O Enclosures File: D07 -135 shall cian City of Tukwila Department of Community Development Steve Lancaster, Director P:Vennifer\Incomplete Letters\2007\D07 -135 Incomplete Ltr #Ir.DOC jem Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwlla, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 DATE: CONTACT: RE: ADDRESS: ZON I NG: April 17, 2007 Patrick Paul D07 -135 4646 S. 160 Street LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application is incomplete: 1. Provide a site map which reflects the short plat that was given preliminary approval. Please note, that the retaining wall must meet setbacks from the lot lines that are part of the proposed short plat. Setbacks for this zone are as follows: Front: 20 feet Sides: Five Feet Rear: Ten feet DEPARTMENTS: Building Division Public Works Comments: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 - 135 DATE: 05 -01 -07 PROJECT NAME: DANKES RESIDENCE SITE ADDRESS: 4646 S 160 ST Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete d Incomplete n Permit Center Use Only 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 REVIEWER'S INITIALS: Approved with Conditions Plan ning Division Permit Coordinator n DUE DATE: 0 Not Applicable ❑ No further Review Required DATE: DUE DATE: 05-31-07 Not Approved (attach comments) 11 DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -135 DATE: 04 -13 -07 PROJECT NAME: DANKES RESIDENCE SITE ADDRESS: 4646 S 160 ST X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: �� J` Bui ing'wision Pub is Works n11- Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Ili Kik 4--( Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete n Incomplete TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28-02 ❑ Permit Coordinator LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials: DUE DATE: 04-1 7 -07 Not Applicable n No further Review Required DATE: bi 4401 4 441,01 Planning Division DUE DATE: 05-15-07 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: jhttp: //www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail; fax, etc. Date: 5 - '� 7 Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or PIans Examiner Project Name: Or, S - /loo ,5e=k- Aes Project Address: 4'4, fi(- S /6a6 Contact Person: c(c 140( Phone Number: avco - - S10O Summary of Revision: i' 51' fr "40 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 Permits Plus on [lo(1D 1applicationslforms- applications on linelrevision submittal Created: 8-13-2004 Revised: Plan Check/Permit Number: Rio Steven M Mullet, Mayor Steve Lancaster, Director C � OF ita MAY 01 2007 PERM,n CE E;. License Information License PCPCO * *981JD Licensee Name P C P CONSTRUCTION Licensee Type CONSTRUCTION CONTRACTOR UBI 602175512 Ind. Ins. Account Id #3 Business Type INDIVIDUAL Address 1 5902 45TH AVE SW Address 2 City SEATTLE County KING State WA Zip 98136 Phone 2062406560 Status ACTIVE Specialty 1 MACHINERY Specialty 2 MASONRY Effective Date 4/4/2002 Expiration Date 2/12/2009 Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date PAUL, PATRICK C OWNER 03/01/2002 Bond Amount Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #3 PLATTE RIVER INS CO 41085548 10/01/2006 Until Cancelled $6,000.00 10/12/2006 ACCREDITED Look Up a Contractor, ElectrHan or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. https:// fortress. wa. gov /lni/bbip /printer.aspx ?License= PCPCO * *981JD 05/14/2007 0 0 0 7 0 0 .4 fr-1NE EAST AW Cr IliE SE g A� 1 -23-4 t7 oR rn tz' cf rim rri 431Tw 83.16' e't Dam HOUSE • 6 1 0'4, 4 1 1 � K N R 1 169,79' r W 169.78' J I 1 10' WIDE X 70' CI 1 EASEMENT PER SHORT PLAT OWN 9404110450 /Ir rM 2d' !RONT wm*cK 1 P: g OP' Z` � A { SEE SETBACK t 71 I � Re2f3,OO Tati.25.72 691'37'29" 1 la-4\ t g qtAse 55.13" INCOMPL TE LTR# MAY 01 2001 SOUTH 100171 STREET • pr q. T? . : T. : 1 `.: T . ���I IN 1• �I�0.74' �� """'�....' ' , 66 on 26►''f8Q. MWA I� ..er g [EXPIRES 09/04 /(4, I NrifiaTOdtfidtit0,B 7.044iFteUgliiii ticiii4M0344' CORNERSTONE SEGMENTAL RETAINING WALL 4646 SOUTH 160TH STREET TUKWILA, WASHINGTON INDEX OF DRAWINGS: PESCRIPTION TITLE SHEET CONSTRUCTION SPECIFICATIONS TYPICAL CROSS SECTION CONSTRUCTION DETAILS PREPARED FOR: PREPARED BY: ZZA ZIPPER ZEMAN ASSOCIATES, INC. v Geotechnical and Environmental Consulting 2115 S. 56th Street, Suite 405 Tacoma, WA 98409 253-573-9939 (P) 253-573-9959 (F) SHEET NUMBER W1.0 WI.1 W1.2 WI.3 PCP CONSTRUCTION 5902 45TH AVENUE SW SEATTLE, WA 98136 ZA Vtli szor ZIPPER ZEMAN ASSOCIATES, INC. Geotechnical and Environmental Consulting 2115 S. 56th Street, Suite 405 Tacoma, WA 98409 253-573-9939 (P) 253-573-9959 (F) BY Date: o 7 PCP CONSTRUCTION 4646 SOUTH 160TH STREET TUKWILA, WA IFILE COPY Permit No. an review approval Is sublect to erfar3 and omission Approval of construction documents does not authorize the violation cf any accepted code or ordinanc Receipt of approved Field and co •Pw ons Is adcnotvledged: inn il o ty m or G l i liwlla t ic oN REVI CODE COMPLIANCE APPROVED MAY 4 2007 411 t-••• No changes shall be made to the E4:0110 c7 r:t2::: without prior approval c7 Tuhr.:113 Duild:ng NOTE: Revisions will require a new p!an and may include additional plan review RECEIVED CITY OF TuKwitA APR 1 3 2007 P E-RV: 7 CPazr4 SEGMENTAL RETAINING WALL COVER SHEET W1.0 SOIL PROPERTIES REINF. BACKFILL RETAINED SOIL FOUNDATION SOIL UNIT WEIGHT (PCF) 130 125 125 FRICTION ANGLE (DEG) 36 34 34 COHESION (PSF) 0 0 0 STATIC CONDITIONS SEISMIC CONDITIONS ACCELERATION COEFFICIENT (g) N/A 0.29 PART 2: MATERIALS QFTE SEGMENTAL RETAINING WALL UNITS 1. CONCRETE SEGMENTAL RETAINING WALL UNITS SHALL BE AS SHOWN ON THESE PLANS. NO SUBSTITUTIONS ARE ALLOWED. GEOGRID RFINFORCEMFNT 1. GEOGRID REINFORCEMENT SHALL BE AS SHOWN ON THESE PLANS. NO SUBSTITUTIONS ARE ALLOWED. DRAINAGE PIPE 1. DRAINAGE PIPE SHALL CONSIST OF 4" MINIMUM DIAMETER. RIGID WALL PERFORATED PVC PIPE. FLEXIBLE PIPE WILL NOT BE ALLOWED. GEO1D(TII E FILTER FABRIC 1. WHERE SPECIFIED ON THE PLANS. GEOTEXTILE FILTER FABRIC SHALL CONSIST OF MIRAFI 140N OR EQUIVALENT. HASKEILL t i/t4167 PART 1: GENERAL MIAMAEM 1. WORK SHALL CONSIST OF FURNISHING ALL MATERIALS. LABOR. EQUIPMENT. AND SUPERVISION FOR CONSTRUCTION OF A SEGMENTAL RETAINING WALL (SRW) SYSTEM IN ACCORDANCE WITH THESE PLANS AND SPECIFICATIONS AND IN REASONABLY CLOSE CONFORMITY WITH THE ONES, GRADES. DESIGN AND DIMENSIONS SHOWN ON THE DRAWINGS OR AS ESTABLISHED BY THE OWNER OR THE OWNER'S ENGINEER. 1. REINFORCED BACKFILL MATERIAL SHALL CONFORM TO THE SPECIFICATIONS FOR GRAVEL BORROW AS SPECIFIED IN SECTION 9- 03.14(4) OF THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION ( WSDOT) STANDARD SPECIFICATIONS. THE MAXIMUM PARTICLE SIZE SHALL BE LIMITED TO 1 -% INCHES. 2. RETAINED BACKFILL MATERIAL SHALL CONFORM TO THE SPECIFICATIONS FOR COMMON BORROW AS SPECIFIED IN SECTION 9- 03.14(3) OF THE WSDOT STANDARD SPECIFICATIONS. 3. LEVELING PAD MATERIAL AND UNIT FILL MATERIAL SHALL MEET THE REQUIREMENTS OF WSDOT 9- 04.9(3) CRUSHED SURFACING TOP COURSE (3/4" MINUS CRUSHED GRAVEL). I`lU Date B . £ `E evisI. a 96r1 PART 3: DESIGN CRITERIA DESIGN PARAMETERS: 1. DESIGN OF SRWs FOR THIS PROJECT ARE BASED ON THE FOLLOWING PARAMETERS: SURCHARGE LOADING: 1. SRWs FOR THIS PROJECT HAVE BEEN DESIGNED FOR A 250 PSF GENERAL SURCHARGE LOADING LOCATED BEHIND THE WALL FACE. FACTORS OF SAFETY: 1. SRWs FOR THIS PROJECT HAVE BEEN DESIGNED IN ACCORDANCE WITH AASHTO METHODOLOGIES USING THE COMPUTER PROGRAM MSEW TO MEET THE FOLLOWING MINIMUM FACTORS OF SAFETY: LOADING CONDITION: STATIC SEISMIC INTERNAL STABILITY GEOGRID STRENGTH: GEOGRID PULLOUT: LOCAL SLIDING: PEAK CONNECTION: CONNECTION SERVICEABILITY LOCAL EXTERNAL STABILITY SLIDING OVERTURNING: GLOBAL STABIUTY: 1.5 1.5 1.5 1.5 1.0 1.1 1.1 1.1 1.1 NA 1.5 1.1 2.0 1.5 1. GLOBAL STABILITY IS NOT CONSIDERED AS A CONTROLLING FAILURE MODE FOR THIS PROJECT BASED ON WALL HEIGHTS AND EXPECTED SOIL CONDITIONS. HYDROSTATIC DESIGN 1. WATER SURFACE ASSUMED TO BE SUFFICIENTLY BELOW BOTTOM OF WALL AS NOT TO INFLUENCE INTERNAL AND EXTERNAL STABILITY. .I ./10/07 PART 4: EXECUTION VFRIRCA11ON OF FXISTING SITE CONDITIONS 1. THE CONTRACTOR SHALL VERIFY ON -SITE GRADES AND CONDITIONS PRIOR TO CONSTRUCTION. THE OWNER, THE OWNER'S ENGINEER, AND WALL DESIGN ENGINEER SHALL IMMEDIATELY BE NOTIFIED IF ON -SITE CONDITIONS DIFFER FROM THE WALL DESIGN CALCULATIONS OR DRAWINGS. EXCAVATION THE CONTRACTOR SHALL EXCAVATE TO THE UNES AND GRADES REQUIRED FOR CONSTRUCTION OF THE 'WALL AS SHOWN ON THE DESIGN DRAWINGS. 1 2. EXCAVATION SUPPORT, IF REOUIRED, SHALL BE THE RESPONSIBIUTY OF THE CONTRACTOR. 3. PRIOR TO PLACING FILL ON SLOPING GROUND. THE GROUND SURFACE SHALL BE TERRACED IN ACCORDANCE WITH WSDOT 2- 03.3(14). 4. EXCAVATIONS NECESSARY TO INSTALL SRWs SHALL BE PERFORMED IN ACCORDANCE WITH THE PART N. TITLE 296 OF THE WASHINGTON ADMINISTRATIVE CODE. FOUNDATION PRFPARATION PRIOR TO CONSTRUCTION OF THE SRW, THE CONTRACTOR SHALL CLEAR AND GRUB THE REINFORCED FILL ZONE AREA. REMOVING TOPSOIL. BRUSH, SOD. OR OTHER ORGANIC OR DELETERIOUS MATERIALS. 2. FOLLOWING EXCAVATION' FOR THE REINFORCED SOIL ZONE FOUNDATION. ZIPPER ZEMAN ASSOCIATES. INC. (ZZA) SHALL EVALUATE SUBGRADES. SUBGRADES SHOULD BE CAPABLE OF SUPPORTING AN ALLOWABLE SOIL BEARING PRESSURE PER THE DESIGN. ANY SOFT OR UNSUITABLE AREAS SHALL BE EXCAVATED AND REPLACED OR STABILIZED AS RECOMMENDED BY ZZA PRIOR TO PLACEMENT OF FILL SOILS. 1. 1. 3. LEVELING PAD SHALL BE LEVEL BOTH HORIZONTALLY AND FRONT -TO -BACK TO ENSURE THE FIRST COURSE OF UNITS ARE LEVEL. A 34 INCH LAYER OF WELL- GRADED SAND MAY BE USED FOR FINAL LEVELING OF THE BASE LEVELING PAD. AT THE CONTRACTORS OPTION A 6 INCH MINIMUM LAYER OF NON- REINFORCED CONCRETE WILL BE PERMITTED. SRW & GEOGRID REINFOR4ENT PLACEMFNT 1. ALL GEOGRID REINFORCEMENT SHALL BE INSTALLED AT THE PROPER ELEVATION AND ORIENTATION AS SHOWN ON THESE PLANS. 2. THE CONCRETE SRW UNITS AND GEOGRID REINFORCEMENT SHALL BE INSTALLED IN ACCORDANCE WITH THEjI MANUFACTURER'S RECOMMENDATIONS AND THESE PLANS. IF CONFUCTS ARISE. THE MOST CONSERVATIVE OF THE RECOMMENDATIONS SHALL CONTROL. ZZA ZIPPER ZEMAN ASSOCIATES, INC. +a Geotechnical and Environmental Consulting 2115 S. 56th Street, Suite 405 Tacoma, WA 98409 253 - 573-9939 (P) 253 - 573-9959 (F) SRW dt GEOGRID REINFORCEMENT PLACEMENT (CONTI 3. OVERLAP OF ADJACENT STRIPS OF THE GEOSYNTHETIC, 114 THE DESIGN STRENGTH DIRECTION. SHALL NOT BE PERMITTED EXCEPT IN CORNERS WHERE UNAVOIDABLE. THE DESIGN STRENGTH DIRECTION IS THAT LENGTH OF GEOSYNTHET1C REINFORCEMENT PERPENDICULAR TO THE WALL FACE AND SHALL CONSIST OF ONE CONTINUOUS PIECE OF MATERIAL 4. ADJACENT SECTIONS OF GEOSYNTHETIC SHALL BE PLACED IN A MANNER TO ENSURE THAT THE HORIZONTAL COVERAGE IS 10076. 5. GEOSYNTHETIC REINFORCEMENT SHALL BE INSTALLED UNDER TENSION. A NOMINAL TENSION SHALL BE APPLIED TO THE REINFORCEMENT AND MAINTAINED BY STAPLES. STAKES, HAND TENSIONING UNTIL THE REINFORCEMENT HAS BEEN COVERED BY AT LEAST 6 INCHES OF SOIL FILL. 6. THE CONSTRUCTION TOLERANCES OF THE SRW/RS SHALL BE WITHIN ALL OF THE FOLLOWING: 7. BROKEN, CHIPPED. STAINED. OR DAMAGED UNITS SHALL NOT BE WALL. t1TIUT1FS WITHIN RFINFORCFD }71 t _TONE' 1. 6.1. MAXIMUM ALLOWABLE HORIZONTAL OR VERTICAL DEVIATION FROM DRAWINGS GRADE OR LOCATION SHALL BE 1 INCH; 6.2. ALL STRAIGHT SECTIONS AND FLAT SURFACES SHALL BE CHECKED WITH A 10 FOOT STRAIGHT EDGE. CURVES SHALL BE SMOOTH AND LINEAR WITH NO ABRUPT CHANGES; AND. 6.3. THE FINISHED WALL BATTER MORE THAN THE SRW UNIT MINUS 3 DEGREES. CONSTRUCTION OF UTILITIES OR STRUCTURES THAT LIE WITHIN THE REINFORCED ZONE SHALL BE COORDINATED WITH WALL CONSTRUCTION. EXCAVATION INTO THE REINFORCED ZONE FOLLOWING WALL CONSTRUCTION SHALL NOT BE PERMITTED. ANY DAMAGE CAUSED FOLLOWING COMPLETION OF THE WALL SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER AND OWNER'S ENGINEER AND SHALL BE IMMEDIATELY CORRECTED. FILL PLACEMENT 1. ea PCP CONSTRUCTION 4646 SOUTH 160TH STREET TUKWILA, WA ALL BACKFILL SHALL BE PLACED IN LI EXCEEDING 12- INCHES IN LOOSE THIC 2. ONLY HAND OPERATED COMPACTION SHALL BE ALLOWED WITHIN 3 FEET F BACK OF THE UNITS. FILL COMPACTE HAND OPERATED EQUIPMENT SHALL B IN LIFTS NOT EXCEEDING 6- INCHES 1 THICKNESS. SHALL BE NO DESIGN BATTER OTHERWISE PLACED IN THE TS P RREVIEWEI tODE COMIC s M ,� . TH N APPROVED THE PLACED LOOSE MAY - 4 2007 City Of Tukwila B ILD N FILL PLACEMENT (CONT.) 3. FILL SHALL BE PLACED. SPREAD. AND COMPACTED IN SUCH A MANNER THAT ELIMINATES THE DEVELOPMENT OF WRINKLES OR MOVEMENT OF THE GEOSYNTHETIC REINFORCEMENT AND THE SRW/RS FACING UNITS. 4. EACH LIFT OF FILL SHALL BE COMPACTED TO AT LEAST 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY THE ASTM D1557 TEST METHOD. 5. TRACKED CONSTRUCTION EQUIPMENT SHALL NOT BE OPERATED DIRECTLY ON THE GEOSYNTHETIC REINFORCEMENT. A MINIMUM FILL THICKNESS OF 6 INCHES IS REOUIRED PRIOR TO OPERATION OF TRACKED VEHICLES OVER THE GEOSYNTHETIC REINFORCEMENT. TURNING OF TRACKED VEHICLES SHOULD BE KEPT TO A MINIMUM TO PREVENT DISPLACING THE ALL AND DAMAGING OR MOVING THE GEOSYNTHETIC REINFORCEMENT. 6. RUBBER -TIRED EQUIPMENT MAY PASS OVER THE GEOSYNTHETIC REINFORCEMENT, IF PERMITTED BY THE MANUFACTURER. AT SLOW SPEEDS (LESS THAN 10 MPH). SUDDEN BRAKING AND SHARP TURNING SHALL BE AVOIDED. 7. AT THE END OF EACH DAY'S OPERATION, THE CONTRACTOR SHALL SLOPE THE FILL AWAY FROM THE WALL FACING TO DIRECT RUNOFF AWAY FROM THE WALL FACE. IN ADDITION. THE CONTRACTOR SHALL NOT ALLOW SURFACE RUNOFF FROM ADJACENT AREAS TO ENTER THE WALL CONSTRUCTION SITE. QUALITY CONTROL 1. THE OWNER SHALL APPOINT. AT HIS COST, A GEOTECHNICAL ENGINEERING AND MATERIALS TESTING FIRM TO PERFORM INSPECTION AND TESTING. WHICH WOULD INCLUDE: 1.1. FOUNDATION: EVALUATION OF SUBGRADES FOR FILL AND SRW/RS UNIT PLACEMENT; 1.2. FILL PLACEMENT: COMPACTION TESTING OF BACKFILL; 1.3. SRW UNIT AND GEOGRID REINFORCEMENT PLACEMENT: 1.4. DRAINAGE STONE AND PIPES: EVALUATION OF MATERIALS FOR SUITABILITY AND PLACEMENT. 2. THE ABOVE FIELD INSPECTION AND TESTING WILL NOT RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITY TO MEET THE MORE STRINGENT ESIGN DRAWINGS, MANUFACTURER'S EN ` AND THE PROJECT RECEIVED CITY OF TUKWtLA APR 13 2007 PERM/ CE),TE €. SEGMENTAL RETAINING WALL CONSTRUCTION SPECIFICATIONS 41L NI Wt1 CORNERSTONE 50 SERIES CAP UNIT. ADHERE CAP UNIT TO LOWER BLOCK UNIT WITH CONSTRUCTION: ADHESIVE PER MANUFACTURERS RECOMMENDATIONS. NOTE: INSTALL SAFETY FENCE AT TOP OF WALL IF REQUIRED BY LOCAL CODE. SEE DETAIL 5, SHEET W1.3 FOR FENCE POST INSTALLATION. MIN. \ CORNERSTONE 100 SERIES 8 BLOCK UNITS. F111 HOLLOW COR OF UNITS WITH CRUSHED ROCK LEVELING PAD MATERIAL FINISHED GROUND SURFACE A BOTTOM OF WALL 12" MIN. 1V MAX,' \% < /l/ / 6" NOT TO SCALE FIRM AND UNYIELDING WALL AND FILL SUBGRADE. 1. 4\:..4:\ s<A. ! / Nl\ • •X\ REINFORCED BACKFILL. SEE SHEET W1.1 FOR MATERIAL AND PLACEMENT REQUIREMENTS. % / \ \�\ / / \/ / /i /\,� SYMPAFORCE 60/30 -15 GEOGRID (TYP.) " ?: r ": , •; -I / / SEE DETAIL 2, THIS SHEET FOR GEOGRID / j C��j�'ti/ � �7 ` LENGTHS (L) AND ELEVATIONS. 4" DIA. RIGID WALL PERFORATED DRAIN PIPE WRAPPED IN FILTER SOCK. DAYLIGHT THROUGH FRONT FACE OF WALL AT LOW POINT, COMPACTED CRUSHED ROCK LEVELING PAD. REFER TO SHEET W1.1 FOR MATERIAL REQUIREMENTS. LEVEL BACKSLOPE TYPICAL CORNERSTONE RETAINING WALL CROSS SECTION LIMITS OF REINFORCED FILL NOTE: SEE SHEET W1.1 FOR ADDITIONAL MATERIAL AND CONSTRUCTION REQUIREMENTS. RETAINED BACKFILL. SEE SHEET W1.1 FOR MATERIAL AND PLACEMENT REQUIREMENTS. o �� ZIPPER ZEMAN ASSOCaATES, INC. Geotethnkal and ErMronme�tal Consulting 2115 S. 56th S SuRe 405 Tamkna, WA 98409 253- 573-9939 (P) 253 -573 -9959 (F) H =7' MAX, 2' MAX. 2' MAX. NOT TO SCALE 1.33' 2' MAX. DESIGN GEOGRID LENGTHS AND ELEVATI PCP CONSTRUCTION 4846 SOUTH 160TH STREET TUKWLA, WA LEXPIRES: 09/04 /05 NOTE: GEOGRIDS MAY BE PLACED AT CLOSER VERTICAL SPACING FOR CONVENIENCE. HOWEVER, TOP GEOGRID LAYER SHALL BE PLACED AT TWO FULL BLOCKS BELOW TOP OF WALL. NOTE: FOR H LESS THAN 3.33', NO REQUIRED. 4 EOGRID COMPLIANCE APPROVED s MAY - 4 71107 atY Of T�1kwfla B _bpi TOP GEOGRID LAYER INTERMEDIATE GEOGRID LAYER /S BOTTOM GEOGRID LAYER SYMPAFORCE 60/30 -15 GEOGRID (TYP. ALL LAYERS) 2 RED crry Or TIJKWR.A APR 13 2007 -EtMT SEGMENTAL RETAINING WALL TYPICAL CROSS- SECTION W12 !EXPIRE& 09 / 04 ITfYd 1 6" CRUSHED ROCK LEVELING PAD NOTE: EACH STEP MUST ALSO SETBACK HORIZONTALLY FROM LOWER STEP TO ACCOUNT FOR WALL BATTER /BLOCK OFFSET. NOT TO SCALE NOT TO SCALE ELEVATION BOTTOM OF WALL STEPS 8" OR 16" STEP GEOGRID PLACEMENT ON OUTSIDE RADII PROVIDE 3" OF REINFORCED BACKFILL BETWEEN OVERLAPPING GEOGRID TO PROVIDE PROPER ANCHORAGE (TYP.) NOT TO SCALE TOP OF WALL STEPS 4" CAP UNIT 8" R -100 UNIT ZZA ZIPPER ZEMAN ASSOCIATES, INC. Geotechnkal and E nv 56th 7eet Suite 2115 S 56th Street, Suite 405 Tacoma, WA 98409 253 -573 -9939 (P) 253-573-9959 (F) NOTE: PLACE CIRCULAR FORMS PRIOR TO BACKFILLING REINFORCED FILL FENCE POST INSTALLATION NOT TO SCALE PCP CONSTRUCTION 4646 SOUTH 160TH STREET TUKWILA, WA GEOGRID IS TO BE PLACED ON COMPACTED BACKFILL THAT IS FLUSH WITH TOP OF BLOCKS AND EXTENDED OVER BLOCK TABS. PLACE NEXT UNIT AND PULL GRID TAUGHT AND BACKFILL. STAKE AS REQUIRED TO KEEP GRID TAUGHT. GEOGRID BLOCK CONNECTION NOT TO SCALE 6" MIN. ALL SIDES FENCE POST CONCRETE POST IN PLACE 1 z d w Z Z 0 W o � azo w CITY JKWIt„A APR 1 2007 PER!G41r CE,/,17 r3 SEGMENTAL RETAINING WALL TYPICAL CONSTRUCTION DETAILS sit. S W1.3 CONCRETE WALK GRASS .. • z 10 * 4' WOOD FENCE 5' WOOD FENCE N88'43'17" W 169,76' 4' W000 FENCE RET,WALL I' " , BORING LACAT t-- \it P COT* \IVO 141 . 010 01\13 CA Ip� oft 1 A CONCRETE DECK TING HOUSE FIN, FLOOR ELEV =387,09 0 1 . 11l IC ial dl E6�IY .1 1" : $At RET. WALL CONC DRWY.' CONC. CURB W /:GUTTER ET. WALL A BRICK I GRASS 4' VINYL FENCE ` j 1 r �/'� ` . QLANTER `' CoN« N8/3'0'17”W T ES : 1 .��� • h• 1 97 i t s 40► • 4Jai11,40010� /1140n GRA 5 `� , IllimmiminMiimmeirmilfil rl . _ �3c ►n► ► ...... \. C�"''" 0NC WALK =r A 4 1 Date; 4/18/2006 0wee:O6txi1 - 070 Designed hy, JSM Drawn by: JSM Revisions: Sheet; Site Man Scale: 1" =20 feet Page 19 of 19 RECEIVED CITY OF TUKWIL A APR 13 2007 PERMITCENTER 1OH 35