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HomeMy WebLinkAboutPermit D05-278 - ACME BOWL - RETAINING WALL100 ANDOVER PK W G ILA, City a� Tukwila w , 0 Department of Community Development 1 y 6300 Southcenter Boulevard, Suite #100 2 Tukwila, Washington 98188 Phone: 206-431-3670 iso ' Fax: 206 -431 -3665 Web site: cOukwilamams DEVELOPMENT PERMIT Steven M. Mullet, Mayor Steve Lancaster, Director Parcel No.: 0223000020 Permit Number D05 -278 Address: 100 ANDOVER PK W TUKW Issue Date: 09/08/2005 Suite No: Permit Expires On 03/07/2006 Type of Construction: Tenant: Public Works Activities: Name: ACME BOWL Channelization / Striping: Address: 100 ANDOVER PK W, TUKWILA WA Owner: N Name: MUSTANG L L C Phone: Address: P 0 BOX 88162, SEATTLE WA Flood Control Zone: Contact Person: Name: TIM MANN Phone: 503 - 682 -8400 Address: PO BOX 1049, WILSONVILLE OR N Contractor: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Name: FOUSHEE AND ASSOCIATES Phone: 425 746 -1000 Address: BOX 3767, BELLEVUE, WA Start Time: Contractor License No: FOUSHAC158OD Expiration Date: 08/12/2007 DESCRIPTION OF WORK: CONSTRUCTION OF A RETAINING WALL. PUBLIC WORKS ACTIVITIES INCLUDE: STORM DRAINAGE FOR THIS RETAINING WALL (REFER TO BUILDING PERMIT DOS -144 PREVIOUSLY APPROVED BY PUBLIC WORKS). Value of Construction: $9,000.00 Fees Collected: $346.41 Type of Fire Protection: International Building Code Edition: 2003 Type of Construction: Occupancy per IBC: 0004 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: N Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: doe: IBC - Permit D05 -278 Printed: 09 -08 -2005 Z _-- Z WD JU 00 N o. wi J F_ Cj) IL W 0 � J co w Z zo. w Uj �O U N. 0 w U_ LL Z . co O F_ z Citv O'A Tukwila Steven M. Mullet. Mnvnr doc: IBC - Permit D05 -278 Printed: 09 -08 -2005 City 6 Tukwila S teven M. Mullet, Mayor Department of Commuitity Developutent 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us Permit Number: Issue Date: Permit Expires On: Steve Lancaster, Director D05 -278 09/08/2005 03/07/2006 Permit Center Authorized Signature: f Z/ Date: '/ 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 provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. Signature. j , Date: f' elD AV I doc: IBC - Permit D05 -278 Printed: 09 -08 -2005 w �U O; .. Z W U N; O Z City of Tukwila roe Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Parcel No.: 0223000020 Address: 100 ANDOVER PK W TUKW Suite No: Tenant: ACME BOWL Permit Number: Status: Applied Date: Issue Date: DOS -278 ISSUED 08/03/2005 09/08/2005 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 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: 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. 9: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 10: Coordinate with Public Works Utilities Inspector, for connection of retaining wall drain pipe to the existing storm drainage system. Catch basin and 12 -inch storm pipe is located at the South end of the proposed retaining wall. Refer to previously approved Building Permit No. D05 -144. * *continued on next page ** z �Z �W � D UQ C O J co U- WO 9 - LL Q co, a =W z �.. f- O z F— W U ON O I— W W. U f- �z co w F- _ O z doc: Conditions D05 -278 Printed: 09 -08 -2005 { City of Tukwila Igoe Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. 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 work or local laws regulating construction or the performance of work. doc: Conditions D05 -278 Printed: 09 -08 -2005 CITY OF TUKWILA z Community Development Department o Public Works Department Permit Center 79oe 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Perm-.-t:& Anti 14�+ Building Permit No. 105-x? ? Mechanical Permit No. Public Works Permit No. Project No. I(FTa 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 ** SITE LOCATION /� 1 King Co Assessor's Tax No.: ZZ'� 0 0 -aOZO Site Address: 10 Ankov er P ark Wc51. � hty"I&_ bi A 9g1gee Suite Number: Floor: Tenant Name Ghr 5 /Yl. Ictr Acyne- tBow 1 New Tenant: ❑ .....Yes ❑..No Property Owners Name: C>De h Ffm m e_ L.L.C. C% e" s 1 I I c r Mailing Address: Z3 &5 CtL1ri I1DN pD►tit ( .JA 90Q 3 City State Zip CONTACT PERSON Name: _ "lt ; hn Al et n n Day Telephone: Mailing Address: O PL. log 9 1 1 -�klJ� lIe 012 7070 City State Zip E -Mail Address: - TOK a n r un &,. L yestui& , (Jg; . C0AJ Fax Number: 503- r,&Z - GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) Company Name: Fey e ke M4 , Mailing Address: 3 2Co0 1 1$ Av e- &r &QA I e y V e- Lu A qg O D S City State Zip Contact Person: M h e r, I Day Telephone: 42-5 7 - 7q& - 1000 E -Mail Address: 110 ct e r Q -CnuSLeX -, GOn" Fax Number: 41 S Contractor Registration Number: 1 50 Expiration Date: $ - 7 * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OF.RECORD - All plans must be wet stamped by Architect of Record Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Compan Mailing Contact Person: 0 0.V, L� Na 11 Day Telephone: So3 Z 3 [- ?77- E -Mail Address: St' C- 1 10 eay' & [ -CL,- . V a et Fax Number: S 03- 23 1 1?7Z (.-- q: \permits pluhm changes \permit application (7 -2004) Revised: 6-8-05 Page 1 bh Z U C Q e JU UO CO) J H NU. W O �QQ LL Q N d H =. Z� H O ZH W U� O N: Q 1- WW H� �O .. Z. w U CO) O Z 11 SMDING`PERM17INFORMATION -206- 431 -3670 Valuation of Project (contractor's bid price): $ m ow ow Existing Building Valuation: $ { Scope of Work (please provide detailed information): ' t 1 _-9M.D0 V_ Will there be new rack storage? [:]..Yes ❑ ...No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below i 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 for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes ❑ ..No If "yes ", explain: FIRE PROTECTIONMAZARDOUS MATERIALS: ❑.. Sprinklers ❑..Automatic Fire Alarm ❑..None ❑ ..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? FT. Yes El.. No If "yes ", attach list of materials and storage locations on a separate 8 -112 x 11 paper indicating quantities and Material Safety Data Sheets q:Vpermits pluslicc changalpemtit application (7 -2004) Revised: rr8.05 Page 2 bh �...... � ...: .. ........ .. .: ... ...'. �.'.. ..: .. : "o. ..: .... .. :- J .f' ;:l...t,: !, al,. a�;tl: :L.: -.��.w h'..:.:v 1u L:.r..r:...:: u..i+ul..l ...:✓i« _.i t. ..5._.. e. +3:.a:.�'.:.i2..a....J:it .r .,. �..eaa:....• Z 1— z. LU U0 N �. CO) = J � W O U. Q' co);d _ W t ~_ E- 0 ZH - W 5 U � 0.�: � H. W W. F— LL 0 Ili Z: U CO)' 0 3Z Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I' Floor 2" Floor Y Floor Floors thru .Basement Accessory Structure* - Attached Garage Detached Garage Attached, Carport Detached Carport Covered Deck Uncovered Deck 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 for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes ❑ ..No If "yes ", explain: FIRE PROTECTIONMAZARDOUS MATERIALS: ❑.. Sprinklers ❑..Automatic Fire Alarm ❑..None ❑ ..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? FT. Yes El.. No If "yes ", attach list of materials and storage locations on a separate 8 -112 x 11 paper indicating quantities and Material Safety Data Sheets q:Vpermits pluslicc changalpemtit application (7 -2004) Revised: rr8.05 Page 2 bh �...... � ...: .. ........ .. .: ... ...'. �.'.. ..: .. : "o. ..: .... .. :- J .f' ;:l...t,: !, al,. a�;tl: :L.: -.��.w h'..:.:v 1u L:.r..r:...:: u..i+ul..l ...:✓i« _.i t. ..5._.. e. +3:.a:.�'.:.i2..a....J:it .r .,. �..eaa:....• Z 1— z. LU U0 N �. CO) = J � W O U. Q' co);d _ W t ~_ E- 0 ZH - W 5 U � 0.�: � H. W W. F— LL 0 Ili Z: U CO)' 0 3Z !f r� PUBLIC WORKS PERMIT .INFORMATION - 206- 433 -0179 Scope of Work (please provide detailed information): Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. i Water District i ❑ ...Tukwila ❑ ... Water District 4125 ❑ .. Highline ❑ .. Renton ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ... Va1Vue ❑ .. Renton ❑ .. Seattle ❑ :..Sewer Use Certificate ❑ ... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report El ... Traffic Impact Analysis El ... Bond ❑ .. Insurance ❑ .. Easement(s) El .. Maintenance Agreement(s) ❑ ...Hold Harmless Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for less than'72 hours ❑ ..,Right -of -way Use - NdDisturbance ❑ .. Right -of -way Use — PotWtial Disturbance ❑ ...Constilicfion/Excavation/Fill - Right -of -way Non Right -of -way - ❑ ...Total Cut. cubic yards ❑ .. Work in Flood Zone ❑ ...Total Fill cubic yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Trench Excavation ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection " Irrigation " Domestic Water " ❑ ...Permanent Water Meter Size... WO# ❑ ...Temporary Water Meter Size.. WO# { i i 4 ❑ ...Water Only Meter Size............ 17 WO# ❑ ...Deduct Water Meter Size........ " ❑ ...Sewer Main Extension ............Public Private ❑ ...Water Main Extension .............Public _ Private _ FINANCE INFORMATION Fire Line Size at Property Line _ ❑ ...Water ❑ ...Sewer Monthly Service Billing to: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: City state Zip q:\ \permits pluslicc changes \permit application (7 -2004) Resised: &8.05 bh Page 3 t Z Z. Q � Q � U O� N D' to W -J H CO) W W O. —J LL =' N, CY = W H =. Z F- H O Z F-- W 2 5;. U . D . O N D f- W W I=- U W 1-- tll N . O Z i i i E i i i 6 1 ❑ ...Water Only Meter Size............ 17 WO# ❑ ...Deduct Water Meter Size........ " ❑ ...Sewer Main Extension ............Public Private ❑ ...Water Main Extension .............Public _ Private _ FINANCE INFORMATION Fire Line Size at Property Line _ ❑ ...Water ❑ ...Sewer Monthly Service Billing to: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: City state Zip q:\ \permits pluslicc changes \permit application (7 -2004) Resised: &8.05 bh Page 3 t Z Z. Q � Q � U O� N D' to W -J H CO) W W O. —J LL =' N, CY = W H =. Z F- H O Z F-- W 2 5;. U . D . O N D f- W W I=- U W 1-- tll N . O Z MECHANICAL PERMT INFORMATION — 206 - 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: City state zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use- Residential: New'.... ❑ Replacement...: ❑ Commercial:' New .... ❑ Replacement .... ❑ Fuel. Tvne - Electric..:..❑ Gas .... ❑ Other: 0 -3 HP /100,000 BTU - _ indicate type'of mechanical work being installed and the quantity below: U.dit Type! Unit Type: Unit Type: Qty -Boiler/Compressor: Qty Furnace; BTU Air Handling Unit >I 0,000 Fire Damper 0 -3 HP /100,000 BTU CFM Furnace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected Thermostat 15 -30 HP /1,000,000 BTU to Single Duct Suspended/Wall/Floor ' • Ventilation System Wood/Gas Stove 30 -50 HP /1,750,000 BTU Mounted Heater Appliance Vent Hood and Duct Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Incinerator - Domestic Emergency Heat/Refrig/Cooling Generator S stem . Air Handling Unit Incinerator — Comm/Ind Other Mechanical <10,000 CFM I I I Equipment PEPUM APPLICATION NOTES — Applicable to all permits in this application 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. 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). 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 AUTHORIZED AGENT: Signature ��� Gl.?itti- Date: ' �/ 7 - 1 C Print Name: - T YVl M0. n Day Telephone: Mailing Address: P.O. Ark 10 Wi `SOt4 V, d P 70 City State Zip Date Application Accep d: { Date Application E pires: Staff Initials: 0.310 - y��0310� �✓ q% pemmsplusuccchanBespemutapphcauon (7 -204) _ -- Revised: 6.8.05 Page 4 bh Z I tr '~ W tY � vo W= t- CO) LL. W O J. LL. Q N �W Z F- F- O W UJ p' ON D H WW ~ H LL O .. Z W U CO) O f- Z l vr%&A w `.gig City of Tukwila 11 race 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 i (206) 431 -3670 RECEIPT Parcel No.: 0223000020 Permit Number: DOS -278 Address: 100 ANDOVER PK W TUKW Status: APPROVED Suite No: Applied Date: 08/03/2005 Applicant: ACME BOWL Issue Date: Receipt No.: R05 -01332 Initials: LAW User ID: 1630 Payment Amount: Payment Date: Balance: 211.72 09/08/2005 08:42 AM $0.00 Payee: KEYWEST RETAINING SYSTEMS INC TRANSACTION LIST: Type Method Description Amount Payment Check 25641 211.72 ACCOUNT. ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- BUILDING - NONRES 000/322.100 207.22 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 211.72 a i �,,r,►u w Cit y of Tukwila reue 3 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 0223000020 Address: 100 ANDOVER PK W TUKW Suite No: Applicant: ACME BOWL Receipt No.: R05 -01140 Initials: LAW User ID: 1630 Payee: KEYWEST RETAINING SYSTEMS INC D05 -278 PENDING 08/03/2005 Payment Amount: 134.69 Payment Date: 08/03/2005 02:30 PM Balance: $211.72 TRANSACTION LIST: Type Method Description - - - - -- Amount ---- - - - - -- -- - - - - -- --------------------- - - - - -- - - - -- Payment Check 25590 134.69 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000/345.830 134.69 Total: 134.69 RECEIPT Permit Number: Status: Applied Date: Issue Date: 4 i 5763 08/03 9716 TOTAL 134.69 l doc: Receipt Printed: 08 -03 -2005 .4 r FILE Copy Earth ( Solutio ns JUL.I' 5 2005 FOUSHE A -S. !��D F=UN June 28, 2005 I ^ ES -0062 C COI FOR Earth Solutions NW LLC 6 , 0n ' - • Geotechnical Engineers Open Frame, L.L.C. • Geologists c/o L 200 Foushee and Associates SEP • Environmental Scientists 3260 - Southeast 118 Avenue • Construction Monitoring Bellevue, Washington 98005 Attention: Mr. Nigel Starr i © Tukwila g'�...- gECE to Subject: Subsurface Exploration and Findings AUG - 3 2805 Proposed Building Pad Leveling Acme Bowling PERMIT CENTER Tukwila, Washington Dear Mr. Starr. Earth Solutions NW, LLC (ESNW) recently drilled six borings at the site for purposes of assessing the potential for post - construction settlements related to the proposed building pad 'leveling. Six borings were drilled on June 7, 2005. The approximate boring sites are illustrated on the attached site plan. The field logs describing the subsurface conditions, standard penetration blow counts, and moisture contents are also attached. Proiect Description and Background We understand the ongoing remodel of the north building will involve leveling of the existing floor slab in preparation for the proposed bowling alley construction. Recent surveying of the existing building and floor slab revealed several inches of elevation change or deviation across. the floor slab. The point of greatest deviation is located at the extreme southeast comer of the building floor slab. Recent investigation throughout the building suggests that the deviation in the floor level is not associated with prior settlements of the building foundations or floor slab. To level the floor area, gravel fill and an additional four inches of concrete will be placed. The maximum stress increase associated with the added gravel and concrete slab will be on the order of 140 psf. This added stress will occur throughout a relatively localized area at the southeast corner. of the building. Elsewhere, the stress increase associated with the added gravel and concrete will be on the order of 50 to 120 psf. With respect to other elements - associated with the bowling alley construction, added stress to the existing floor slab area is anticipated to be relatively minimal. We understand the pin - setter equipment weighs on the order of 1,800 to 2,000 pounds and will be spread over a relatively large area. Other•elements include a raised observation area that will be elevated using light weight geofoam fill. 4 i Z Z'' W. UO, Cr) 0 U) J H CO U . w O: � j. NC =w z (r O Z l-- w U0 O Cl), wW LL �U 111 Z U N H =: o'' z 2603 151st PI. NE • Redmond, WA 98052 • (425) 284-3300 • FAX (425) 284 -2855 �... a o -7 I Open Frame, LLC c/o Foushee and Associates June 28, 2005 ES -0062 Page 2 In order to further evaluate a possible cause of the building floor deviation and the potential for possible post - construction settlement associated with the weight of the added fill and concrete, a series of subsurface borings were drilled around the building site. Subsurface Conditions Six borings were drilled for purposes of assessing subsurface conditions around the existing building structures. Specifically, borings B -1 through B-4 were drilled around the north building. The attached 'site plan depicts the approximate locations of the boring sites. The boring logs are also attached. . With respect to the.north building (Borings B -1 to B4) subsurface conditions generally consist of loose to dense fill underlain by low to moderately compressible alluvial soils. The fill ranged in. depth from approximately 4 to 5 feet along the north side of the building (Borings B -1 and B- 2), to approximately 7 to 20 feet along the south side of the building (Borings B -3 and B-4). The deepest fill was encountered at boring B -3 located near the southwest corner of the building. The fill generally consisted'of a mixture of medium dense to-dense silty sand and silt with gravel. Moisture content of the fill was generally in the range of 7 to 20 percent moisture. The native alluvial soils underlying the fill consisted primarily. of loose silt and organic silt deposits, with occasional deposits of sand. Moisture contents were generally in the range of 60 to 90 percent, with the higher moisture content soils located below a depth of approximately 25 feet. These higher moisture content silts and organic silts would be considered, moderately compressible. Relatively high moisture content soils were encountered at boring B -3 below a depth of approximately 25 feet. The moisture content of these soils was between 100 and•190 percent. moisture. These higher moisture content soils would be considered to have a moderate to high potential for compression. In addition to the four borings drilled around the perimeter of the north building, two additional borings were drilled around the south building (borings B -5 and B -6). Conditions were generally similar to the other borings, with fills of approximately 10 to 15 feet underlain by loose alluvial deposits. Conclusions Based on our findings at the boring locations, we do not anticipate the fill and concrete leveling will induce significant settlement of the underlying soils. The boring data indicate the building area is underlain by several feet of fill. The underlying native alluvial silt soils would be considered to have a low to moderate potential for compression. As described above, the maximum stress increase associated with the gravel and concrete leveling slab will be on the order of 140 psf throughout a relatively localized area. The stress increase throughout the majority of the areas will be on the order of 50 to 120 psf. This stress increase associated with the added gravel fill and concrete is relatively minimal, and should not initiate significant long term settlement of the underlying fill and native deposits. Immediate settlements associated Earth Solutions NW, LLC Z '~ w U O CO 0 CO w J � ' CO U - 0 J U- Nd =w Z �o Z H- � o, 0 f- w .- o w Z .. o ~. Z. 0 4 June 28, 2005 ES-0062 Page 3 with the addition of the fill and concrete should be expected, and will likely be on the -order of one-half inch or less. As a precaution, a series of monitoring points should be established throughout the building foundation areas prior to• leveling the floor. To the extent possible, subseq mo nit or ing I +,ftA oFl s l a b t' 114 1 W %iWillfiv Wul a CX s a be pedvinited prior LO proceeding with construction of the hardwood floors and bowling lanes. We trust this assessment meets your current needs. If you have any questions, or if additional information is required, please call. Dul, u O� C O) 0 CO) LU _j 10) W CY W z Uji D j o W ' 3: L 0 Z W _._ __. curses., r.• z:,:=' Gi�D:_ T`. a^'..'•. st' l... d=' y:.. 2 ;:,�irJ'.33w ^ld..:'.ti�:Y�`:i.Y 's:ti ti' ii" 2s- �:: iffr.•. v +�.tv4:�?.'�—.,..-= .a�:::s.':i. .. ._..a ..... _.. �._ 'avlov ;v seaae ule;uo�� new alela slurl. :310N "•'" ',t' f_ .l•' t i. .K Rat \< SY f'+"'d.'r'�!.'y�yT' { ^i,, .. _ )) xt' a.: :•�.. 1. tZ�• t ^.�, f'1•.':C •; k• ,fir -r.' 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Yr: •i. .,.'•'��' � •• :�: ...t rye l•. •t. �. .. • ?'i:: l:.•'l r`•. •.,�• :.,. • � �. .••= • . . r:i �'r: „ !'� = 3, 11 itYt7 �t - a• •:• �;•:. i” ✓ .• :: 5 ,:: •". •fC q; _..�f::: �„ :-; �.``r• is JOB NO. 1 ;• CLIENT - 04,j1,:,ti BORING NO. DATE �, f ps' BY SE7° . ELEVATION . DRILLING METHOD SAMPLING METHOD SHEET of HAMMER WT. DROP DRILLING CONTR. ' 4 c.a a.c V _ ' U) SURFACE CONDITIONS c a, E 4 n a 3 m . fir, CU v ; ^,ult� l onsl J o W4 4fywr� v Z r� S C,f 1 0 r a --- ------------ - - - - -- - - - - -- 2 3 4 5'."` `�_ u't =- - -- - ---------- - - - - -- 7 ._- ---- - - - ---- ------------ --------- -_ 7;"' .-- - --a - - - - - _ - . - - - - -- . 7 14-i-9 v� - - ----- ------ �^ s a.► ZG�G�1 '.(.cM.t'i�� {dYtil��{fJ� -- d -- -----------------------------t--- 2 -- ---------------- 3 4 -- - 5117 - •y -� 5 � -� - ,�. - -- - -- - - -- - - T ------------------------- - ------- - 1 y �.�.�----- ------- - - -- -- :L N 8 • �OH - ----- - --- Boring terminated at 31 S feet below existing grade. W (table / seepage) encountered at feet during drilling. 314" PVC standpipe installed to (bottom of boring) ` feet. Lower feet slotted. Boring backfilled with - O CA -c� 'i►►�•� Earth Solutions NWuc Z JU UO WF- S2 U- WO 9 : uL N = W H- O. W �.- . W UC3 O N, o�- WW F. H L O w 4 U= O F_. Z 0 I , I i ' ;� it , °��' +';;'� • JOB NO., QO( 2 CLIENT BORING NO. DATE (p ,Z�O S' BY �� ELEVATION t DRILLING METHOD 145 g SAMPLING METHOD SHEET HAMMER WT. DROP DRILLING CONTR. m a� ro SURFACE CONDITIONS v c Q c�nZi O Eo � a p Z y � �' fA 5 � 1 SZ 2 3 5A'\ 3. _ c-k_ i A _fl fin �.•`Q: ----------------------- - - - - -- - 7 ` 8. ------------------------- -�- - -- --------------------------------- �� - - - - - -- ---------------------- -- t i ' ----- _.:---------------------"'--- 2 . - 3 ------------ - - - - -- - - - - -- : y-�i:.i - - - -- t7 � •�. 7 - - ---------------------- - - - - -- g Boring terminated at feet below existing grade Groundwat table seepage). encountered at feet during drilling. 3/4" PVC standpipe installed to (bottom of boring) feet. Lower feet slotted. Boring backfilled with Earth Solutions NWu.c ( r s Z Z . �W a� JU UO CO CO J � N LL W O u - N d = W ? 1- WO W Dp U O- 0H WW �O Z U= O Z { 'V I i i JOB NO. CLIENT BORING NO. DATE ( r p By ELEVATION DRILLING METHOD ycS SAMPLING METHOD SHEET of HAMMER WT. DROP DRIUJNG CONTR. ciao a �' w .E SURFACE CONDITIONS p1 u, E o w w U m C Q C. .L1 Z - :I� 0 --------------------------------- 0 ; 1 2 3 4 ------------------------------- 7 . .., --- .— _ .-- r_ - - - - -- Ll 3 j — E5 -------------------.;----------- 3 tit C7-1►ru� - ��'c4. ' �..-- '=' -- ------ - - - - -- 7 8 . .rw- -- ---- - -- --- --- - - -r -- ter , slotted. goring bacKfilled with Earth Solutions NWuc 1 3 i z i� .- Z �W 2 3 U W= �LL W O. 9 U. to =W ' WO W V 0. O OH WW HL) u' O W U= O Z , i i .. i JOB NO. 004 , 2, CLIENT �G�, 'dS�si• -+� �� BORING NO, /3 - Z-- DATE BY �� /� ELEVATION • ZO r DRILLING METHOD 145 A SAMPLING METHOD SHEET of HAMMER WT DROP DRILLING CONTR. m m M.0 We a a v m '0 EQ fln. 3 .0 z �Q Dc SURFACE CONDITIONS �� 1 2 3 s 7 8 ' 2 3 4 7 8 9 rnL ` _J3r �� Lt Ia - � 6J ---- ---- - -- - -- --------- -_ —__ - . qq. _ — . _---- - - -_ —� --------------------- • -- -------------------------------- - a. _ ---------------------- _ ---- - - - --- •• -- , -------------------------------- �2. Q_ . a Boring terminated at feet below existing grade. (NO) Groundwater (table I seepage) encountered. • '1 at feet during drilling. 3/4" PVC standpipe installed to (bdttom of boring) feet. Lower feet slotted. Boring.backfifled with ° Earth Solutions NWuc z '~ z W� UO co o. ca uj J H D u- w U. =w Z F- W o Uj 2 Do O co o H_ wW �F LL: O ..z w v =. o~ Z JOB NO. p�( CLIENT e v s /4 � BORING NO. DATE (� �� l0 S BY 69/ ELEVATION 79' DRILLING METHOD SAMPLING METHOD SHEET of HAMMER WT. DROP DRILLING CONTR. a� c d a rn � 'o E " Q o .c Z •� ,ai 0 CD v SURFACE CONDITIONS S z. -- p 1 2 7 8 z 3 4 7 --------------------------------- -- - __---------------------- - - - - -- -- .--------------- -------- __ y 0 h♦ - -- - --------- ----------- 31 Z 2 Boring terminated at feet below existing grade. Groundwat (table )eepage) encountered at _ feet during drilling. 3/4" PVC standpipe installed to (bottom of boring � feet. Lower- feet �x slotted. Boring backfilled with Earth Solutions NWuz z �Z W �U 0 C O 0 J � LL W O Ei LL N = W W O 25 U co O -: 0 F =U LL O. .z w co O z ObS +i nk' JOB NO. DDfo CLIENT c c S aij l BORING NO. Z��3 r i BY 56'f ELEVATION ZS' DRILLING METHOD 14S A- SAMPLING METHOD SHEET� -7 I I i 1 i i 1 1 i • DRILLING CONTR. JOB NO. DDfo CLIENT c c S aij l BORING NO. Z��3 DATE BY 56'f ELEVATION ZS' DRILLING METHOD 14S A- SAMPLING METHOD SHEET� -7 HAMMER WT. DROP DRILLING CONTR. m �, EE v m EQ a�i� • Ea �, c.._ va o Z Z S �� co �o SURFACE CONDITIONS �3 LO _ 31 do 2 3-- 4 � 6 7 2 3 4 5 6 7- 9 .5yh - - - . — ------------------------------ -- --------=--------------- r �`` y _ pl� � Q_GIQ�'MC �z�� _•.� � ash_ - u J ' ?- _ -------------------------- - - r _ - - -- -- _— ------_.--.—.—_—_—__—__.-- _ -------------------------------- , -- ----------- ----- -'- -------- - - - - -- — -------------------------------- . -- - - - - -- . — ----------- - - - - -- -- --- - -- Boring terminated at feet below existing grade..(NO) Groundwater (table / seepage) encountered at :Vi feet during drilling. 3/4" PVC standpipe installed to (bottom of boring) feet. Lower�_feet slotted. Boring backfilled with _�J�.�Yk� Earth Solutions NWu.c i.. / ','�W :.Sl„ . ✓.e..1.1'a =..ti.. ;..e!:.u.. d .} l� �1.F1: }sl:'".`i� /}rtA`�dtk .*, r.;,1'.:'iaslriL '�'a'r.d�,i:7r,.Y::.� i�'::a�r.;..W:.t�;..> - +r�:hr�t .:eas[:�:.i:l.l.:r' a:..�!1.':k3:&:. :':., s..,.l�.<uetll�a �':zaitw'17m>::. Z Z Q: 2 JU UO N CO) NLL WO �5 LL Q (1) _ L d r W . Z f.. • Wo LU �o U O N cl �-- WW LL O • Z W U= O Z z r vt� r 0 5 JOB N0. CLIENT BORING NO. /�— DATE 7 - �L /0 .5 BY ,SEA ELEVATION ZB ' DRILLING METHOD SAMPLING METHOD SHEET/ of 2, HAMMER WT. DROP DRILLING CONTR. E E cn c E a. W Z o E o 4N w a Q. 30 > Z. 5 a a� a ,ID SURFACE CONDITIONS s �A P — 1 2 6 7 2 3 4 7 8 --------------------------- -:- . X2.3 t -- ----------------------------- -- ---------------- --- -- ----- - - - --- S c-- - — ,, ��.— ., _�_� .c��S - -- -- ---------------- •----------- - - - - -� __ S•+r'' ' ,ul g.n- ol�✓l�.t�e fri— - (SP - So srnt------------------- - - - - -- Boring terminated at 31 feet below exi G (tabl sting grade. roundwate / seepage) encountered � at during drilling. 3/4" PVC standpipe installed to (bottom of boring) feet Lower feet slotted. Boring backfilled with ^4ime� 4 ap Earth Solutions NWLLc z Uj Q � Q JU U CO U. co LU: J r N LL W O. Ei U- V . d Uj z� W o W U� O N. o E- WW u. O .•z U= O z d U� flbsw�'t� JOB NO. Qj� Z CLIENT BORING NO. DATE ( 5 BY ELEVATION DRILLING METHOD SAMPLING METHOD SHEET of HAMMER WT. DROP DRILLING CONTR. E E E d Q cn Cw > d (p SURFACE CONDITIONS 2 3 6 2 3 4 5 6 7 8 9 6 ,. + -- ------------------------------- 0 ✓ -- -------- - - - - -- -- -------------.-- .. ,� -- ---- .------- - --- -- 71 -- -- .- - - --�- ---------- - - - --- ---- -•� - -- -- .. -------------- -- - - -- ----- - - - - -- , - -------------------------- - - - - -- Boring terminated at 1.115' feet below existing grade.. *)" (table/ seepage) encountered' at, i r feet during drilling. 3/4" PVC standpipe installed to (bottom of.bori_ng) feet. Lower feet slotted. Boring backfilled with Earth Solutions NWuc ; z Z UQ N W J � co U_ W O 9-1 U_ Q N d �W �o w ON o�_ WW LL H -O N U O z ii • 1 i I 1 ' f 1 y 1 E I } 1 JOB NO. CLIENT BORING NO, DATE 6 BY ELEVATION 2 A, DRILLING METHOD f�� SAMPLING METHOD SHEET/ of.Z HAMMER WT. DROP , DRILLING CONTR. co SURFACE CONDITIONS . E E °� E o. o Eo c �.. •a� 3 > Z C V �� li t a U 3------ 4 — ------ - ------------------ 1�'1� 1 6 mo15t T" I 7 - 1 G - - - - - _ _ w - - 7 --------------- -- --------------- -, -�• -- L - - - , 2� --------•------------------------- 2 3 - ------------------------- - 4 — ------------------- - - - - -- -- • •} -- .ter---- • __ -r_ - °•• ----------- - - - - 7 9 Boring terminated at 1 feet below existing greide_ (N Groundwa r (table se_ at feet during drilling. 3/4" PVC standpipe installed to (bottom of boring)' feet Lower '' :feet slotted. Boring backfilled with b P- tZh;k ag ag � �a Earth Solutions NWuc • 1 • z Z '~ W OC � UO. N o J F U) u- WO U. Q N a = W Z N- ZR W U ON O H WW V U O . z UN z G 1 i i i I t i 4 JOB NO. CLIENT ., �cA -u BORING NO. DATE G 0� BY ' Se5 / ELEVATION DRILLING METHOD �S SAMPLING METHOD SHEETZ of2, HAMMER WE DROP DRILLING CONTR. a. �nc a ' Eo N tia. > Z _ ate 1 0 U U Mc SURFACE CONDITIONS 2 3 4 6 7 1 2 3 5 6 7 8. 9 a n - x " _ ------------------------------- Zi ►� . ------------------- - - - - -- - - - - -- • SZ• S. -_ ----------------------------- - -� • 7. F --------------------- - - - - -- Boring terminated at feet below existing grade. (NO) Groundwater (table I seepage) encountered at feet during drilling. 3/4" PVC standpipe installed to (b6 of boring) feet Lower feet slotted. Boring backfilled with Earth Solutions NWLc rT Z Z �W Q � J U UO NW J !2 LL W O 15 LL 4 52 D, = W ~ 2 W O. �5 �p O -. p f-. =U H� UO Z U =' O Z I I I , JOB NO. 2. CLIENT BORING NO. ` �o DATE 6``G By ELEVATION DRILLING METHOD S SAMPLING METHOD SHEET/ oft HAMMER WT. DROP DRILLING CONTR. r a � a) c SURFACE CONDITIONS c.o 0. n 0 m in w+; U m 0 2 — .�. ------- - - - - -- �cv C .-- - - - - -- --- 4 �. s t ------- - - - - -- -- - - -- - - -.- 7 _ — • —.-. ...�---- .- .---- - - ---- - --- -- ____�..._ I _— -- ---------- - -- - -- ' T L ra ,# t z - - - - - - - - - - - - - - - - -------- ---- -- 2 - 3 - ---------- -- ----------------- • .r -- ---------- 7 ------- _--- ...__ —_ - - -- -- -_ - - -_ oH I tl•G+ ' Boring terminated at :4,6 _. feet below eidsting grade. (i} Groundwater (table ! wag encountered at feet during drilling. 314" PVC standpipe installed to (bottom of boring) feet Lower feet slotted. Boring backfilled wi U _ Earth Solutions NWLLc t z z � 2. �U W O UO ND J � CO) U W O L? � =w _. WR W U O N' 0 f- w w L O .z U= o z JOB NO. CLI 4&h e ? BORING NO. DATE Os� BY 5�� ELEVATION 25 DRILLING METHOD S SAMPLING METHOD SHEET2_of HAMMER WT. DROP DRILLING CONTR. E E u E a Z' a E c o B Z a"' a� v.� c V a 5.8 SURFACE CONDITIONS r 2 3 4 o 2 7 8 oH b L 2 _ --------------- ..- _- - - - - -- - - - - - -- .OT -c- - 5 - - -- -� -- ------------- _ �---- --- — ------- L 3 _-- - - - - -. _ -_ -- ----------------- ------------ _-_r_--r_+- _ -1 --- �- - - -- ---------------- - - - - -- Boring terminated at feet below existing grade. (NO) Groundwater (table / seepage) encountered. at feet during drilling. 3/4" PVC standpipe installed to (bottom of boring) feet. Lower feet slotted,. Boring backfilied with Earth Solutions NWuc Z �Z '~ w OC � U UO WH NU_ W O. 95 U. N = �r W ` Z F- W W U co_ Q I_ WW tL O Z CO z. FILE COPY 1)05- s i S39K- ACME BAWLING TUKWILLA, WASHINGTON COMPACTED 3/4" GRAVEL PLACED BEHIND WALL FACE (PHI = 34 DEG.) 5' -4" (4 STONES) MAX HEIGHT 0 m O � W 1 .10 6" OF 3/4" MINUS - CLEAN GRAVEL BASE • • t.• W .Y.• � ;i.�. :�.: }:., �••,: 2, -2 i• M1 .• • •i•1 , •, 1r• • �. ^11111 ;,, •'.`. 250 PSF SURCHARGE 4' -0" SYNTEEN SF20 BIAXIAL GEOGRID PLAC AS SHOWN -4" PERF PIPE WITH . WRAPPED IN GEOTEXTILE FABRIC..'. .; 1. Wall Height (H) is the total height from top including embedment. The Min. embedment is 6 ". 3. A Global Analysis or Settlement Study is not part of this Design. 2. Reinforced Soil - Internal Angle of Friction = 34 deg, Unit Weight = 125 # /Ft ^3 4. Finished grade to provide for positive drainage 5. Foundation Row set on graded and compact soil or granular pad 6. All Back fill to be compacted to 95% max. Density 7. Grading at top of wail and Embedment as specified 8. Use of on site soil in reinforced zone shall be approved by a Geotechnical Engineer. Z - ku D. UO N CO) =' J H N L. LL W � J Q 1 CO) _; Z °. W U °. :w ui co Z o ~. Z TECHNICAL SPECIFICATION FOR' MECHANICALLY STABILIZED LOCK +LOAD RETAINING WALLS PART 1: - GENERAL 1.01 A Professional Engineer, with experience in Geotechnical Engineering and the design and construction of Mechanically Stabilized Earth Walls shall review the suitability of the design for the intended use and to provide field observation during construction. David A. Hall /Structural Engineering.(DAH /SE) in his professional discretion considers what level of inspection and testing are required to assure the work substantially conforms in all material respects to the plans and supporting documents. The Geotechnical Engineer shall evaluate all soil parameters during construction. 1.02 The design of these walls was prepared for the exclusive use of Key West Retaining Systems inc. The use of these plans by any others shall be approved in writing by The Engineer prior to construction. 1.03 The construction of LOCK +LOAD retaining walls shall be performed by either a Contractor that has been approved as knowledgeable and experienced in the construction of MSE retaining walls using LOCK +LOAD or a Representative of LOCK +LOAD shall be present at the beginning of construction until it has been determined by•.them that the Contractor is capable of constructing this type of wall system. ' , 1.04 Design compliance is made with reference to project # ES -0062 prepared by Earth Solutions, NW, LLC., dated June 28, 2005, with the foundation soils that are are capable of supporting a uniform bearing pressure 1500 psf and the following design assumptions.. I Internal Angle of Friction for Reinforced Zone = 34 degrees Internal Angle of Friction for Retained Zone = 30 degrees Internal Angle of Friction for Foundation Zone = 30 degrees, The Contractor is responsible for reviewing this report and adhering to it in its entirety. 1.05 The work described and shown involves the supply and installation of reinforced soil retaining walls.. The concrete wall panel and counterfort create a LOCK +LOAD Retaining Module. Counterfort and Geo -grid are the types of soil reinforcement. The work includes but is not limited to: a. excavation to the lines and grades shown on the drawing; (or as required by the Geotechnical Engineer, to obtain adequate bearing capacities) excavation to be coordinated with the General Contractor. b. supply and installation of geogrid reinforcement; c. supply and installation of drainage fill and piping; d. supply and installation of segmental LOCK +LOAD Modules e. supply and installation of reinforced soil fill. f. removal of all deleterious materials to the satisfaction of the Geotechnical Engineer. 1.06 The walls will be installed in existing, natural, undisturbed soil or placed on a/4" rock base as determined by the Geotechnical Engineer. i i Q �W Q � J U U O N u_ W O 9 U- ? . C O. H =' Z Off. . D. � p, O N' � H W W LL p. Z. U CO) O Z 1.07 The Contractor shall confirm the locations and conditions of all man -made elements which may be affected or damaged by the Work. Elements which may be -affected or damaged by the Work must be reported to the Engineer in advance of the work beginning. The Engineer may modify the design or approve of changes to installation techniques proposed by the Contractor to preclude damage or conflict with existing elements. 1.08 The Contractor shall verify all dimensions and report discrepancies to the Engineer. 1.09 A Global Slope Stability or a Differential Settlement analysis has not been completed by the Engineer. The Geotechnical Engineer shall be consulted if such analysis is required. PART 2 - MATERIALS 2.01 Concrete Panels and Counterforts are locked together to form a "Retaining Module ". The retaining walls have been designed on the basis of Lock +Load retaining wall "Modules ". Modules are to be purchased from a licensed LOCK +LOAD manufacturer. The LOCK +LOAD trademark on each pallet identifies LOCK +LOAD products. Information on the purchase of LOCK +LOAD and a complete list of components can be Obtained through: Lock & Load Retaining Walls Ltd. Tel. (877) 901 -9990 Website www.lock - load.com •2.% Geogrid - The retaining walls have been designed to be erected as shown on the Plans. Other geogrid Ynaterials may be considered suitable provided that they meet the specification and requirements of the design and are approved in advance by the Engineer. 2.03 Modular Fill — The fill immediately behind the LOCK +LOAD panel and surrounding the counterfort shall be "dense graded" select free draining material. 2.04 Drainage Fill. Drainage fill placed around and above the perforated drainage pipe shall be granular aggregate composed of inert, clean, tough, durable particles of crushed rerk capable of with standing the deleterious effects of exposure to water, freeze -thaw, . handling, spreading and compacting. The aggregate particles shall be uniform in quality and free from an excess of flat or elongated pieces. The drainage fill shall consist of round or angular rock between 3/4 inch and 1 inch. 2.05 Reinforced Backfill. As shown on the Plans or as approved by the Geotechnical Engineer. The Reinforced backfill shall have an angle of internal friction of 34 or greater and a moist density of between 110 and 135 pcf, when compacted to the specification herein. PART 3 - EXECUTION 3.01 The Contractor shall excavate to the lines and grades shown on the construction drawings. A Geotechnical Engineer shall inspect the excavation and approve the foundation prior to the placement of the levelling pad or retaining modules. 3.02 Over - excavation of deleterious soil or rock as recommended by the Geotechnical Engineer shall be replaced with Reinforced and Retained Backfill meeting the specifications of Section 2.04 above, and compacted to 90% of ASTM D1557 (Modified Proctor Density) within 2% of the optimum moisture content of the soil. 3.03 The first course of concrete Lock +Load Modules shall be placed on the level compacted foundation and the alignment and level checked. W QQ� W� UO. CO o . Uj J 1 CO LL W O - : J LL d: f.. W. �O Zf_. � p' U Co . O D 1—: w � U U. ~O til Z N O Z 3.04 Modules shall be placed with the top of the panel level and parallel to the wall face. The counterfort base installs horizontal and perpendicular to the face of the retaining wall. 3.05 Geogrid shall be oriented with the highest strength axis perpendicular to the wall alignment. 3.06 Geogrid reinforcement shall be placed at the elevations and to the extent shown on the I Plans beginning at the back of the LOCK +LOAD panels and the top of the counterfort. 3.07 The geogrid shall be laid horizontally in the direction perpendicular to the face of the retaining wall and parallel to the alignment of the "Modules ". The geogrid shall be pulled taut, free of wrinkles and anchored prior to backfill placement on the geogrid. 3.08 The geogrid reinforcement shall be continuous throughout their embedment lengths. Spliced connections between shorter pieces of geogrid are not permitted. I 3.09 The drainage pipe discharge points shall be free and clear to allow drainage from the pipes. I 3.10 Reinforced and Retained backfill shall be placed, spread and compacted in such a manner that minimizes the development of slack in the geogrid. 3.11 Connection, Reinforced and Retained backfill shall be placed and compacted in lifts not } to exceed 8 inches where light compaction equipment (less than 10001-b vibrating plate) is used and not more than 16 inches where heavy compaction equipment is used. First — compact over tail of counterfort then to the panel back and finally away from the retaining wall structure toward the end of the geogrid.' 3,12 All backfill shall be compacted to 90 percent of the maximum density as determined by ASTM D1557 (Modified Proctor) or equivalent. The moisture content of the backfill material prior to and during compaction shall be uniformly distribilted throughout each layer and shall be within 2 percent of the optimum moisture content. 3.13 Tracked construction equipment shall not be operated directly upon the geogrid reinforcement. A minimum fill thickness of 6 inches is required prior to operation of tracked vehicles over the geogrid. Tracked vehicles should not turn while on the geogrid to prevent tracks from displacing the fill and geogrid and damage or slack to result in the . geogrid. 3.14 Rubber tired equipment may pass over the geogrid reinforcement at slow speeds less than 5 mph. Sudden braking and sharp turning shall be avoided. 3.15 At the end of each day of operation, the Contractor shall slope the last lift of reinforced backfill away from the wall units to direct runoff away from the wall face. The Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site. I END s. �Z Z M W D 0 0 CO) 0 . CO) � CO) u.. WQ 00 OG -� u_ _ CY. Z �.. 1- O'. Z I-- 25 U 0. 0 F- W W . H V` LL 01 Z tii O~ Z :i LOCK +LOAD - STONE - FILE 500 16" _L FRONT VIEW SIDE VIEW BACK VIEW 7-4 rh REAR VIEW TP - DENOTES TRIMMED PANELS -TRIMMED PANELS USED PANEL (665mm) LONG TO ADJUST 'BOND' AT INTERFACES �� 1, �/ �► 1, �/ �� 1, �/ �, 1, �/ �� 1, �/ ti ti ti TP ti ti ti 16 "�1 TP TP >/ ti ti S ti ELEVATION VIEW TYPICAL "STONE" LAYOUT ti VERTICAL INTERFACE nts 1 inch = 25.4mm LOCK +LOAD Retaining Walls Ltd. MASTER FILE 500 - STONE Z �W J U.' UO U O W =, W o, J u. Q �d �_ Z �. ►- 0 w I-" 2 5: U� io �. W W LL -O ui z z LOCK +LOAD CONSTRUCTION -FILE 527 TOP OF WALL �16 TYPICAL SECTION - -- - _ _ 10 ' =--- ----: r�1 OFFSET DIST = ORIGINAL OFFSET PLUS ROW # X 10/1 SETBACK LAYOUT CONTROL d nts 1 inch- 25.4mm INDIVIDUALITY ALLOWS VERTICAL AND HORIZONTAL VARIATIONS IN PLACEMENT WITH II` EACH ROW & SECTI( LOCK +LOAD Retaining Walls Ltd. DESIGN HT OF WALL SOIL REINFORCEMENT AS PER SPECIFIC DESIGN w . I \I \VL COUNTERFORT ASSEMBLY DE TAIL CONNECTING LOOP -FILE 605 TOP VIEW (AS PANEL INSTALLED) FRONT VIEW 150mm (AS PANEL INSTALLED) 6 550mm 21.5" MATERIAL AND DIAMETER OF LOOP CONNECTING LOOP 3/8" 9.5mm DIA HS STEEL HOT DIP GALVANIZE 1/4TO 5/16" STAINLESS STEEL 114 TO 3/8" DIA. FIBER REINFORCED PLASTIC OVERALL VIEW nts LOCK +LOAD Retaining Walls Ltd. I LOCK+LOAD-TOLE RAN CES-622 LOCK+LOAD Retaining Walls Ltd. nts I inch = 25.4mm PANEL HOTDIP G SIDE VIEW, 9.5mm (3/f "A" CLEARANCE 4" TOLERANCE T6 4 SET AT 611/16" "B" HEIGHT 4 1/2" (+4 COU NTERFORT SIDE VIEW SIDE VIEW DIST. "A" BETWEEN 4 BEARING AREAS 7 6 2 ..... ............................................. ........... 8# �� ■�rrrrrrrrrrrr 1 r 4 4 1 4 � 4 # 26# Tinted from "Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Design and Construction Guidelines" Publication No. =HWA -SA -96 -071 Dated June 1999. Relatively large earthquake shaking (i.e. A z 0.29) could result in significant permanent lateral and vertical wall deformations even if limit equilibrium criteria are met. In seismically active areas where such strong shaking could exist, a specialist should be retained to evaluate the anticipated deformation response of the structure. The use of the full value of A,,, for K in the Mononobe -Okabe method assumes that no wall lateral displacement is allowed. When using the Mononobe -Okabe method, this assumptions can result in excessively conservative wall designs. To provide a more economical structure, design for a small tolerable displacement rather than no displacement maybe preferred. The 1996 AASHTO Specifications for Highway Bridges (with 1998 Interims), Article 5.2.2.4, in combination with Division IA, Articles 6.4.3 and 7.4.3, allow Mononobe -Okabe earth pressure to be reduced to a residual seismic earth pressure behind the wall resulting from an outward lateral movement of the wall. This reduced seismic earth pressure is calculated through the use of reduced acceleration coefficient for K which accounts for the allowance of some lateral wall displacement. This reduced K can be determined through a Newmark sliding block analysis, though the complexity of this type of analysis is beyond the scope of this manual () A reduced K can be used for any gravity or semi - gravity wall if the following conditions are met: ! The wall system and any structures supported by the wall can tolerate lateral • movement resulting from sliding of the structure. ! The wall is unrestrained regarding its ability to slide, other than soil friction along its base and minimal soil passive resistance. ! If the wall functions as an abutment, the top of the wall must also be unrestrained, e.g., the superstructure is supported by sliding bearings. The 1996 AASHTO Specifications for HighwayBridges (with 1998 Interims), Division IA, Articles 64.3 and 7.4.3, provide an approximation of this reduction to account for lateral wall displacement. The K used for Mononobe -Okabe analysis of gravity and semi- gravity free standing and abutment walls may be reduced to 0.5A, provided that displacements up to 250 A mm are acceptable. Kavazanjian et al. developed an expression for K (i.e., N, the peak seismic resistance coefficient sustainable by the wall before it slides), and further simplified the Newmark analysis by assuming the ground velocity in the absence information on the time history of the ground motion, to be equal to 30A. For MSE walls the maximum wall acceleration coefficient at the centroid of the wall mass, A (eq. 30), is used with this expression, and K is computed as: 1 0.25 Kh = 1.66A. .4. (37b) d where, "d" is the lateral wall displacement in mm. It should be noted that this equation should not be used for displacements of less than 25 mm (1 inch) or greater than approximately 200 nun (8 inches). It is recommended that this reduced acceleration value only be used for external stability calculations, to be consistent with the concept of the MSE wall behaving as a rigid block. Internally, the lateral deformation response of the MSE wall -101- Z U. 0 0. U O UJ CO) H . LL W O. LL Q CO :3 = W I- _ Z f- HO Z ~' U U 0 H W W ~ t u. O . W Z U N O ~� Z C 'k.' .. hl•.•! lwVwnMIM.... 1. 4R4 '.w:INR'••w!•Mr'w,wliNlfw.wr.1. M(w.wri•blw V.r.l•ww..ul•NIT•w IIMYw I.... l• wn'• wJ• MIw• w 1. NLwi. w. 1• Mf' Iwl• MNt , wilNfn'rnw.liNKwiwN!•M[w.l�w.n bi4'iw ll Mlwiw J. i MSEW -- Mechanically Stabilized Earth Walls ACME Bowling Present Datc/Tunc: Thu Jul 28 14:38:57 2005 C:`•Lock•Load Jobs\Key West Retaining WallAACME HowlinglACME 4 Panel WOMEN o °( �•.�I /wwl.w+l•Mitw,w.11 i1Hw1 IIM Mlw'i M[w• 1 Mn IIMI4' f1 n[w 11M ! M[w i Illn' I IN y 1 xa AASHTO DESIGN METHOD ACME Bowling PROJECT IDENTIFICATION Yw Title: ACME Bowling s Project Number: KEYX0120 Client: Keywest Retaining Systems Designer: DAH Station Number: Description: 4 panel wall; Companry s information: Name: David A. Hall/ Structural Engineering Street: P.O. Box 82228 Portland, OR 97282 -0228 Telephone #: (503) 231 -8727 Fax #: (503) 231 -8726 E -Mail: structbear @earthlink.net Original file path and name: CALock -Load Jobs\Key West Retaining Walls\ACME Bowling..... Original date and time of creating this file: 7/28/05 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRM as reinforcing material. t " ' .. wli4ue.. ri• w• 4,.. rsiNm. w:+ wn•.... 1. Mn• wlrw•.•.... n• en•. r:•. en•....I. NUr•.. w:. Nm• w•. wn/ w:• N, n. w...:. wn....!• wn•.... nwn....:• wn'. �.:• Mn'... wnNV� •....:•wn.w...:•wn...+:aNUw•wJ. ACME Bowling Page 1 of 4 Copyright ® 1998 -2004 ADAMA Engineering, Inc. License number M -US -0447 \w1i. wr1 t1 MIN'\-r 11 Y6�\nowJl Mfg' I�rIIMI�\ inwil• Mf' �Mw- JINVV\- rI�JMII \.nwllNflM \�rlliEiw'\wril Nfff \wwllMM\.n.Illb/� \-yIINY�'\wr Jl 1phv\- r�tINN� ' \ww.11M(\I' \rrllJMw \Irl� MSEW -- Mechanically Stabilized Earth Walls ACME Bowling Present DatNrimc: 71tu Jul 28 14:38:57 2005 CALock -Load Jobs\Kcy West Retaining WallsWCME Bowling\ACME 4 P2ncl Wall.BEN r11N /M' \.r.1121w• 1 IM\ 1 1fK IIMIw i116ry1 ] MA' it 1 ll1l� t MA'\ l Itl 1 -- - Iww11 M!' J"\ w. IINM \wwllNir \nMIIWI`llwMl3lM3�' \-r LNfAlwr�1 1263\\' \�Irllbl� \�r1JNSR'NrJIINIT'i \-r 11W1�' \ -rll Nfi>•\. n .�ll101f \n.�IIIMIR'1nrlIMA'lsil NSltl l-r 11MfIY \tiyll Mtn\ �rlJNlf�Iwr11163� ' \-r3JWf� " \�rlt ACME Bowling Page 2 of 4 Copyrigh C 199 -2004 A DAMA Eng in e ering. Inc. Lic n u m ber M -US -0447 MINN N�Nwvl 0�1 1 1 1 - 1 11 12 , 111m mown 10 i \k n•eln \wwll •flfrlr \na.I \wrl •MLLY.wr,l• bfY \wr I•MA...�•1 •bl\1' \n•w l • Ifln \wr: •bl� \nw f • IM1lfl \www:•Mrn, wr l • Yfn \nw! • Mfw.wr I •IM�'\I,Y•1 • W' \www l•MI'w \wwr I • bfw \wn•! • bn \wwM n•M. \wwnl• IOn.,Ir l • bn' \w.•I MSEW -- Mechanically Stabilized Earth Walls ACME Bowling Present Date/Tunc: Thu Jul 28 14:38:57 2005 CALock•Load Jobs\Key West Retaining WnllsWCME SowlingWCME 4 Panel Wall.BEN ulntfl•\ ubr.\ uMn\ uMr.\ l Mtn\ l nt l Inn'\ n, I z Ml1 \ l r l r l l l - —_ _ I Ml \ l blw l• nn l Mn I INPUT DATA. Geometry and Surcharge loads (of a SIMPLE STRUCTURE) { Design height, Hd 5.20 [ft] { Embedded death is E = 0.50 ft, and height above top of finished bottom grade is H = 4.70 ft ; t' Batter, w 5.7 fdegl Backslope, D 0.0 f deg] Backslope rise 20,0 [ft] Broken back equivalent angle, I = 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 250.0 [lb /ft 2 SCALE: 0 2 4 6 [ft] \. r• I• ufn\. rl lwur\... 1• bl rfwrl• qfl••' •,,..:, bn\. ...z••fftrf•r•I•bn bn \w�.l•Mn \....:. ww f..wlo•ffw \w...l•lacr\e..l•bn' \.,.,, •..�1•wfn'\.,r <•Ian f...l•wu.\s•l•bn'\•.,•lobn \.w.l. ACME Bowling Page 3 of 4 Copyrigh C 1998 - 2004 AD Engineering, Inc. License number M -US -0447 r Z Z' W. i U U N 0' F CO) LU J =: L. ' co) O tL -� W CO) LU ' 0: Z H;• WW 13 I—i 'W W Z. LU ca Z i GEOGRID CONNECTION Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product I { Z # Elevation Length Type rpullout (connection f geogrid strength resistance sliding e/L name , Fw' [ft] [ft] # resistance] break] strength] Fs Fs Fs" W' 1 1•.95 3.00 1 N/A N/A N/A 1.963 1.446 2.039 0.0857 Synteen SF35 o t .... t. + rvr... n. nnr. rr. raer... nrnr\.• wlrwnrw ..t.rnrwr.�...tr.nrr..�r,arr r... nw. r. t nnr.... t. urtrr.... t. ww.w.. l.. arrrw... r. lnrvr o... nrnrw.. �.. t. wrr.... t. wr \.•..r..an.....t.wrr.....l.lan \....tr.nrw\...r.. MSEW -- Mechanically Stabilized Earth Walls ACME Bowling Present Date/r Thu Jul 21114:38:57 2005 C:V.ock•Load Jobs%cy West Retaining WallsWCME BawhnaWCME 4 Panel Wall.BEN rr t11r1[r lwwwl. N,rr, I.MIr\ 1.MRN1 t,NM'\ 1.Mtr•\ 1 b 11b 1 Mf[ \ - - - - - ' ANALXSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 1.44, Meyerhof stress = 1499 lb /ft Foundation Interface: Direct sliding, Fs = 1.423, Eccentricity, e/L = 0.2330, Fs- overturning = 1.93 ; E f 7 t i i• i Z % C of Tukwila Steven M. Mullet, Mayor O Department of Community Development Steve Lancaster, Director 1908 02 -08 -2006 TIM MANN PO BOX 1049 WILSONVILLE OR 97070 RE: Permit No. D05 -278 100 ANDOVER PK W TUKW Dear Permit Holder:. In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit- is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to:• Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one or more extension of time for additiona perios not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 03/07/2006, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, t ifie�rl� arshall, Permit Technician xc: Permit File No. D05 -278 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax. 206 - 431 -3665 Z iH• Z J U. UO U U J N L WJ J. LL Q U H =. Z �... ZO �p O C. W a L 0 ' !1! Z : O t—; Z PERMIT COORD COPY' PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER D05 -278 DATE: 8 -3 -05 PROJECT NAME ACME BOWL SITE ADDRESS 100 ANDOVER PK W X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter Revision # After Permit Issued DEPARTMENTS � � , � As Q � - - Buildi g ! arls. r061 ��L �'�j'f� / Fire Prevention Structural ❑ DETERMINATION OF COMPLETENESS (Tues., Thurs.) Complete Ed Incomplete ❑ Comments: Aj� fWA, 0-4-0 Planning Division Permit Coordinators DUE DATE: 8 - 4 - 0 5 5 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TOES /THURS 7TING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS DUE DATE: 9-1-05 Approved ❑ Approved with Conditions 5l Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing sllp.doc 2 -28 -02 z Z �w w Jl 0 UO N LU LL w� LL !2a ~i z� ► O w ~ w U 0. O �,, o E- 2 L) LL o w z P _`. O Z Look Up a Contractor, Electripian or Plumber License Detail Page I of 4 Topic Index Contact Info Home Safety Claims Ik Insurance Workplace Rights Trades 8t Licensing .......... i Find a Law or Rules Get a Form or Publication J Look Up a Contractor, Electrician or Plumber t f j Contractor A business registered as a construction contractor with I-Etl to perform construction work within the scope i of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. License Information License FOUSHAC1580D Licensee Name FOUSHEE ft ASSOCIATES CO INC Licensee Type CONSTRUCTION CONTRACTOR UBI 600259643 Verify Workers Comp Premium Status Ind. Ins. Account Id 38502900 Business Type CORPORATION Address 1 PO BOX 3767 Address 2 City BELLEVUE County KING State WA Zip 98009 Phone 4257461000 Status ACTIVE Specialty I GENERAL Specialty 2 UNUSED Effective Date 9/4/1985 Expiration Date 8/12/2007 Suspend Date Separation Date Parent Company Previous License ROWLEFC236R Next License Associated License . ........... Business Owner Information https://fortress.wa.gov/lni/bbip/Detail.aspx?License=FOUSHACI 580D 09/08/2005 RIM =27.9 Es25• 1 w son ■ 1 7 t� �r0 7 .1 • " i rf 1 -a I of walt�w WY _GFIAD14 AND STOfW I)FtAl AGE_ PLM ACME NG Pan mkw a l ; su '�OF�TION OF TM GE 1/4 8E 1/4 OF BIECTION $3 AM NE V4 NE 1/4 OF BIECTION 10, � won of any wed does not tuthor� �. - of FWd CPy aril code or ordnance, Rojo 0 NOi 4 EAST WX 00 9 YV _ 0 .: 7 .: � I rl 1 1 n - V ►1' • 7 1 R 1= � - • 1 1 �1 1 M Ery t DEED 1 1 ]d j r��. - m Aft- 4 �, :1;<1 = �� + ►a••�'t•E .:.' ..:r ?��.�.. 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W �-<� � - is - 4- _�• _ •� � � - � ►:r <,t► ai' • _ - r�jr."J .� f J t 14, : w� .r'�. p - .' r�� , - � - - _ • i. 7' 7 1 7 • -+� � f► - - _ _ ��-� �, .iM� � � •�,��. !'/► • • � _ -� � '- ' ..� � s � � P ft. � y►„ 1 >t 11 1 1 1 � • I . 9 ..• , _ _ '�� - ,n .►• w � ms's.- . _ ~ j / • � -r - "•' "- . <rh'- -> 1` � � ' �T �`-•- ' i� �ailCg.� C `�' i•Vt�,: r l►' � - L" �' .. + -.�1�',�,�• �•••!�� �` -� - :.�"' �i !M"'. � � .ar- . , - - - rr �� � = � �•� •... :� ♦!'ti s dJ� f '��\ - � + ^`v a`` r . ,`_ I L�irr.... _ �•a ♦� r _ati..� • • O � O Ir � � i, - , � J • • 7 I • w - .7 - " 2 & r l 2 O - AL ' . 1 • r 69 Id. R TECHNICAL SPECIFICATION FOR I14ECHANICALLY STABILIZED LOCK +LOAD RETAINING WALLS PART 1: - GENE RAL 1.01 A Professional Engineer, with experience in Geotechnical Engineering and the design and construction of Mechanically Stabilized Earth Walls shall review the suitability of the design for the intended use and to provide field observation during construction. David A. Hall /Structural Engineering (DAH /SE) in his - pr+afessional discretion considers what level of inspection - and testing are required to assure the works ubstanhatty wx r1lurms - in - a ff mater ne to the plans and supporting documents. The Geotechnical Engineer shall evaluate all soil parameters during construction. 1.02 The design of these walls was prepared for the exclusive use of Key West Retaining Systems inc. The use of these plans by any others shall be approved in writing by The Engineer prior to construction. 1.03 The construction of LOCK +LOAD retaining walls shall be performed by either a Contractor that has been approved as knowledgeable and experienced in the construction of MSE retaining walls using LOCK +LOAD or a Rwesentatnre of LOC-K+LOAf3 shall be present at the hewn ung -of constmction until it has been determined by them that the Contractor Is capable of constructing this type of wall system. 1.04 Design compliance is made with reference to project # ES -0062 prepared by Earth Solutions, NW, LLC., dated June 28, 2005, with the foundation soils that are are capable of supporting a uniform bearing pressure 1500 psf and the following design assumptions.. Internal Angle of Friction for Reinforced Zone = 34 degrees Internal Angle of Friction for Retained Zone = 30 degrees Internal Angle of Friction for Foundation Zone = 30 degrees, The Contractor is responsible for reviewing this report and adhering to it in its entirety. 1.05 The work described and shown involves the supply and installation of reinforced soil fetaining walls. The concrete wall panel and counterfort create a LOCK +LOAD Retaining Module. Counterfort and Geo-grid are the types of soil reinforcement. The work includes but is not limited to: ,a. excavation to the lines and grades shown on the drawing; Or-as required by the Geotechniraf .Engineer, to obtain adew at ca aciti es ) excavation to be coordinated with the General Contractor. b. supply and installation of geogrid reinforcement; c. supply and installation of drainage fill and piping; d. supply and installation of segmental LOCK +LOAD Modules e. supply and installation of reinforced soil fill. f. removal of all deleterious materials to the satisfaction of the Geotechnical Engineer. 1.06 The walls will be installed in existing, natural, undisturbed soil or placed on a %" rock base as determined by the Geotechnical Engineer. 1.07 The Contractor snail eonfiYrm the locations and conditions of afl man made a rhich may 'or try the VYbrk. Efernenis which may b e affected or damaged by the Work must be reported to the Engineer in advance of the work beginning. The Engineer may modify the design or approve of changes to installation techniques proposed by the Contractor to preclude damage or conflict with existing elements. 1.08 The Contractor shall verify all dimensions and report discrepancies to the Engineer. 1.09 A Global Slope Stability or a Differential Settlement analysis has not been completed by the Engineer. The Geotechnical Engineer shall be consulted if such analysis is required. PART 2 - MATERIALS 2.01 Concrete Panels and Counterforts are locked together to form a "Retaining Module ". The retaining walls have been designed on the basis of Lock +Load retaining wall "Modules". Modules are to be purchased from a licensed LOCK +LOAD manufacturer. The LOC K trademark on each pallet - identifies LOCK +LOAD products. Information on the purchase of LOCK +LOAD and a cornplete list of components can be Obtained through: Lock & Load Retaining Walls Ltd. Tel. (877) 901 -9990 Website www.lock- load.com <http: //www.lock- load.com> 2.02 Geogrid - The retaining walls have been designed to be erected as shown on the Plans. Other geogrid materials may be considered suitable provided that they meet the specification and requirements of the design and are approved in .advance by the Engineer. 2.03 Modular Fill - The fill immediately behind the LOCK +LOAD panel and surrounding the counterfort shall be "dense graded" select free draining material. 2.04 Drainage Fill. Drainage fill placed around and above the perforated drainage pipe shall be granular aggregate composed of inert, clean, tough, durable particles of crushed rock rapabfe of with standing the deleterious effec ts - of a x to tei , freeze thaw, tnandfing, irng ' g.. The particles shall be uniform in quality and free from an excess of flat or elongated pieces. The drainage fill shall consist of round or angular rock between 3/4 inch and 1 inch. 2.05 Reinforced Backfill. As shown on the Plans or as approved by the - Geotechnical Engineer. The Reinforced backfill shall have an angle of internal friction of 34o or greater and a moist density of between 110 and 135 pcf, when compacted to the specification herein. PART 3 - EXECUTION 3.01 The Contractor shall excavate to the lines and grades shown on the construction drawings. A Geotechnical Engineer shall inspect the excavation and approve the foundation prior to the placement of the levelling pad or retaining modules. 3.02 Over - excavation of deleterious soil or rock as recommended by the Geotechnical Engineer shall be m Witt d arnd d Badfit1 meting the specifications of Section 2.04 above, and compacted to 90% of ASTM D1557 (Modified Proctor Density) within 2% of the optimum moisture content of the soil. 3.03 The first course of concrete Lock +Load Modules shaft be placed on the level compacted ted fo ndation and the aligruuent a level decked. 3.04 Modules shall be placed with the top of the panel level and parallel to the wall face. The counterfort base installs horizontal and perpendicular to the face of the retaining wall. 3.05 Geogrid shall be oriented with the highest strength axis perpendicular to the wall alignment. 3.06 Geogrid reinforcement shall be placed at the elevations and to the extent shown on the Plans beginning at the back of the LOCK +LOAD panels and the top of the counterfort. 3.07 The geogrid shall be laid horizontaly in the direction perpendicular to the face of the retaining waN and parallel to the alignment of the "Modules ". The geogrid shall be pulled taut, free of wrinkles and anchored prior to backfill placement on the geogrid. 3.08 The geogrid reinforcement shah be continuous throughout their embedment lengths. Spliced cxmr*cbons between shorter pieces of geogr4 are not permed. 3.09 The drainage pipe discharge points shall be free and dear to allow drainage from the pipes. 3.10 Reinforced and Retained backfill shall be placed, spread and compacted in such a manner that minknizes the development of slack in the geogM. 3.11 Connection. Reinforced and Retained backfill shall be placed and compacted in lifts not to exceed 8 inches where fight compaction equoient (less than 1000Lb vibrating plate) is used and not more than 16 inches where heavy compaction equipment is used. First - conpad over tad of counterfort then to the panel back and finally away from the retaining waN structure toward the end of #w gm grid. 3.12 AN backfill shall be compacted to 90 percent of the maximum density as determined by ASTM D1557 (Modified Proctor) or equivalent. The rrKgstwe content of the backfrg material prior to and during compaction shall be uniforrrnly distributed throughout each layer and shah be within 2 percent of the optimum moisture content. 3.13 Tracked consbuc Lion equoTierit shall not be operated dkec Oy upon the geogrid rein*xceffmBnt. A m00mu fill! thickness of 6 inches is required prior to operation of 0 rac*ed vehicles over the geogrid. Tracked vehicles should not turn while on t#ne gecngrid to per' #adks from displalcing #ne U I d and damage or stack to result in the 3.14 Rubtner tired equipment may pass over the geogrnd rein at slow speeds less than 5 mph. Suddern aRNM and sharp hm ning slim be ati�onded_ 3.15 At the end of each day of operation, the Ccx* actor shat slope the #ast Ut of neirdoreed bads away from the wad units to direct runoff away from ft wrai face. The Contrac shall not allow runoff from a�d areas to crier the wad construction site. END C MOFTUM REVISiON = 08 02 %00 RE VIS 10% = I i REVISIO\ _: : :ss ! REVISION =4 .. :. REVis*^ C5 REVIS"s *O ssss THESE DR.4 If w FUR CONSTRUCTION USE, UNLESS STAMPED B)r A LK"EANTSED ENGINEER OR REVIEWED AND APPROVED BY THE GENERAL CONTRACTOR. A PPRO I ED D)U WINGS B Y THE GEA0 L AfUST BE COP /ED AND SIGNED BY THE PROLIECT MANAGER BEFORE KEYWEST WILL INSTALL ANY WALL**** PG: 1 II ,� I% r • • ft Ul t 6 r KEYWEST SYSTEMS KEYWEST RETAINIlVG SYSTEMS ?A BOX X949 SHERWOOD, OR. 97140 800.654.6353 DRAWN BY: KJA J DATE: 08/02/2005 c7 � O¢ U� DANSE J�Q Q ` �� 4 ,,� �,�