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Permit D03-265 - KFC / TACO BELL - DETENTION VAULT
KFC /TACO BELL - H20 DETENTION VAULT 15036 TUKWILA INTERNATIONAL BOULEVARD D03 -265 .`. 3';:.." F: J: J:: I:: ri; rrlt'. a�i •�•v:Xx�stwi.s...._r..wF:ww...w W.a.r.,,.t.. �.�....�u..+......:r.. 'm»..V..� N�iu.:;atuS>,: City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 0041000525 Address: 15036 TUKWILA INTERNATIONAL BL TUKW Suite No: Tenant: Name: Address: Owner: Name: Address: Contact Person: Name: DESIMONE FRANK SR PO BOX 68902, SEATTLE WA BRAD MINOGUE Address: 701 DEXTER AV N, #301, SEATTLE WA Contractor: Name: MASTER CONSTRUCTION CORP Address: 5307 47 AV S STE B184, SEATTLE WA Contractor License No: MASTEC *210MP DESCRIPTION OF WORK: INSTALLING UNDERGROUND CAST -IN -PLACE CONCRETE WATER QUALITY VAULT. PUBLIC WORKS ACTIVITY INCLUDE STORM DRAINAGE AND STRIPING (THERMOPLASTIC - "NO OUTRIGGER LOADING "). Value of Construction: $ $5,200.00 Type of Fire Protection: Type of Construction: Channelization / Striping: Y Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: doc: Devperm KFC /TACO BELL 15036 TUKWILA INTERNATIONAL BL, TUKWILA WA Public Works Activities: N N N N N N N N Y N N DEVELOPMENT PERMIT Number: 0 Size (Inches): 0 Start Time: End Time: Volumes: Cut 0 c.y. Fill 0 c.y. Start Time: End Time: Private: N Profit: N Private: N D03 -265 Permit Number: Issue Date: Permit Expires On: Phone: Phone: 206 285 -4300 Phone: Expiration Date: 07/22/2005 D03 -265 12/03/2003 05/31/2004 Fees Collected: $461.16 Uniform Building Code Edition: 1997 Occupancy per UBC: Public: Non - Profit: Public: Printed: 12 -03 -2003 N N N iuu :44 v , ,+r Water Meter: N doc: Devperm City of Tukwila ** Continued Next Page ** D03 -265 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Printed: 12 -03 -2003 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: Date: /"7 - v3 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 constr ion or th performance of work. I am authorized to sign and obtain this development permit. Signature: Print Name: doc: Devperm 7 D03 -265 Date: /2 - 5 - . 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. Printed: 12 -03 -2003 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Parcel No.: 0041000525 Permit Number: D03 -265 Address: 15036 TUKWILA INTERNATIONAL BL TUKW Status: ISSUED Suite No: Applied Date: 08/27/2003 Tenant: KFC /TACO BELL Issue Date: 12/03/2003 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 4: All structural concrete shall be special inspected (UBC - Sec. 306(a)1). 5: When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name, permit number and type of inspection being performed. 6: The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC. 7: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations 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 ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 10: ** *FIRE DEPARTMENT CONDITIONS * ** 11: The attached set of plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 12: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 68 lbs. per square inch. 13: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 14: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Conditions D03 -265 Printed: 12 -03 -2003 ?at� ;eeiku ia«tiai,ti i i ZZ it":ir' ;.`�s' c iv.4 1 v ".5 ITISCCIm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 15: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 16: The applicant must notify the City Utility Inspector at (206)433 -0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 17: Contractor shall notify Public Works Utility Inspector at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 18: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 19: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 20: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 21: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 22: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 23: BARGHAUSEN CONSULTING ENGINEERS, CIVIL ENGINEER OF RECORD SHALL STAKE THE VAULT, AND PRIOR TO FINAL PERMIT SIGN -OFF SHALL CERTIFY IN WRITING THAT THE SUBJECT VAULT WAS CONSTRUCTED PER APPROVED PLANS. 24: GOLDER ASSOCIATES @(425) 883 -0777, THE GEOTECHTECHNICAL ENGINEER OF RECORD SHALL SHALL WITNESS VAULT INSTALLATION AND CERTIFY IN WRITING THAT THE SUBJECT VAULT WAS INSTALLED PER GEOTECHNICAL RECOMMENDATIONS. 25: THERMOPLASTIC MARKERS WITH CROSS - HATCHING INDICATING "NO OUTRIGGER LOADING" PER ATTACHED SKETCH SHALL BE INSTALLED ON ASPHALT PRKING SURFACE ALONG PERIMETER OF THE UNDERGROND VAULT. CONTRACTOR SHALL CONTACT MR DON TOMASO TUKWILA FIRE DEPARTMENT AT (206)433 -1859 FOR COORDINATION. 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 perfojmance of work. Signature: Print Name: doc: Conditions D03 -265 7i5r 'Y iu, ii:4114-A 4 2tit •''A . . N.s:t •. v.Wt Date: /2 -..> 't 3 Printed: 12 -03 -2003 CITY OF TUKWILA Community Development L artment Public'Works Department • Permit Center . 6300 Southcenter Blvd., Suite 100, Tukwila,' WA 9818 • Building: Permi 0: y Mechanical Permit No Public Works' Permit No (For Office use only) 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 Site Address: f Tenant Name: Property Owners Name: Mailing Address: CONTACT PERSON Name: Mailing Address: E -Mail Address: Company Name: Mailing Address: ( 5e6 Contact Person: E -Mail Address: Company Name: Mailing Address: Contact Person: E -Mail Address: Company Name: Mailing Address: Contact Person: E -Mail Address: \applications\ permit application (3.2003) 3/2003 i King Co Assessor's Tax No.: V 10450 3 telezect Amhadf4 Page I _ ____ V ?'AK't `�'tk1� YY �V"Rq*MkN 1 E "(n: *!i w 4 ,r7,e,. ∎A i ;r: �,v� ... ....:......�...4', Suite Number: City City Fax Number: New Tenan Day Telephone: 1fo__ State 246 2t5 GENERAL CONTRACTOR INFORMATION City Day Telephone: Fax Number: State Floor: .... Yes ❑ ..No Zip Zip 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 ** ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record City Day Telephone: Fax Number: State Zip ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record City State • zi Day Telephone: i S Fax Number: ' 2 437/ eileaS co*, 1 ..113.U1LVIINti E Klvll 1. Inv UK1V1A 1 1V1r - hVO -'4 I -JO IL? Valuation of Project (contractor's bid prig a G/evict, %applications\ permit application (3.2003) 3/2003 Zcz:p Scope of Work (please provide detailed information): VA eta rka ' Page 2 E. isting B ' ng Valuation: $ A /tl ///4 4 . at; Will there be new rack storage? D ..Yes p.. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below 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 PROTECTION/HAZARDOUS MATERIALS: ❑..Sprinklers []..Automatic Fire Alarm D..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 1 i paper indicating quantities and Material Safety Data Sheets. Existing _ Interior Remodel Addition to Existing Structure New Type of .. Construction per UBC • Type of Occupancy per UBC I" Floor 2 "° Floor 3f Floor Floors thru Basement Accessory Structure* Attached Garage . Detached Garage Attached Carport . Detached Carport Covered Deck Uncovered Deck 1 ..113.U1LVIINti E Klvll 1. Inv UK1V1A 1 1V1r - hVO -'4 I -JO IL? Valuation of Project (contractor's bid prig a G/evict, %applications\ permit application (3.2003) 3/2003 Zcz:p Scope of Work (please provide detailed information): VA eta rka ' Page 2 E. isting B ' ng Valuation: $ A /tl ///4 4 . at; Will there be new rack storage? D ..Yes p.. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below 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 PROTECTION/HAZARDOUS MATERIALS: ❑..Sprinklers []..Automatic Fire Alarm D..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 1 i paper indicating quantities and Material Safety Data Sheets. PUBLIC WORKS PERMIT INFORMATION - 206 - 433 -0179 ase provide detailed int .ation): Scope of Work (pl Water District 0...Tukwila 0... Water District #125 0 ... Water Availability Provided Submitted with Application (mark boxes which apply): 0 ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) O ... Bond 0 .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑...Right -of -way Use - Nonprofit for less than 72 hours 0...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right - - way Non Right -of -way ❑...Total Cut ❑...Total Fill cubic yards cubic yards o .. ;Sanitary Side Sewer O...Cap or Remove Utilities 0 ...Frontage Improvements 0 ...Traffic Control ❑ ...Backflow Prevention - Firc Protection Irrigation Domestic Water 0...Permanent Water Meter Size... 0...Temporary Water Meter Size.. 0 ...Water Only Meter Size ❑ ...Sewer Main Extension Public _ 0 ... Water Main Extension Public _ lapplicalions\permit appltcaiiun (3.2003) 3/2003 „ „ „ Call before you Dig: 1-800-424-5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Sewer District ...Tukwila ❑... ValVue ❑ .. Renton ❑ ...Seattle O...Sewer Use Certificate fl... Sewer Availability Provided 0 .. Approved Septic Plans Provided O...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. 0 .. Abandon Septic Tank O .. Curb Cut .. Pavement Cut 0 .. Looped Fire Line „ WO# WO# WO# Private Private .. • Highline 0 ...Renton .. • Geotechnical Report 0...Traffic Impact Analysis .. • Maintenance Agreement(s) ❑...Hold Harmless .. • Right -of -way Use - Profit for less than 72 hours 0 .. Right -of -way Use — Potential Disturbance .. • Work in Flood Zone 0 .. Storm Drainage FINANCE INFORMATION Fire Line Size at Property Line O ...Water ❑ ...Sewer Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: Number of Public Fire Hydrant(s) 0 ...Sewage Treatment Day Telephone: City State Zip Day Telephone: State Zip City Page 3 ❑ .. Grease Interceptor 0 .. Channelization 0 .. Trench Excavation 0 .. Utility Undergrounding 0 ...Deduct Water Meter Size Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace <100K BTU Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Furnace >IOOK BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP /1,000,000 BTU Suspended /Wall /Floor Mounted Heater Ventilation System 30 -50 HP /1,750,000 BTU Appliance Vent Hood 50+ 1IP /1,750,000 BTU Heat/Refrig /Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator– Comm /Ind MECHANICAL PERMIT INFOF 4.TION - 206 - 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: Indicate type of mechanical work being installed and the quantity below: City state Contact Person: Day Telephone: E -Mail Address: Fax Number: Zip 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 ....0 Replacement ....0 Commercial: New ....El Replacement ....0 Fuel Type: Electric 0 Gas _ID Other: PERMIT 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 extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of he Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY TE A 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY HE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. Signature: Print Name: Mailing Address: BUILDING OWNER OR AU Date Application Accepted: 7 - eo: 7 7 — C ) 3 Date Application Expires: 7 7-0 Staff Initi lapptications \permit application (3.2003) 3/2003 t4.aa sa c;ir inn Page 4 City y;. Telephone: C Date: 6-21.c5 State rRo ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Payee: MASTER CONSTRUCTION CORPORATION RECEIPT Parcel No.: 0041000525 Permit Number: D03 -265 Address: 15036 TUKWILA INTERNATIONAL BL TUKW Status: APPROVED Suite No: Applied Date: 08/27/2003 Applicant: KFC /TACO BELL Issue Date: Receipt No.: R03 -01441 Payment Amount: 129.75 Initials: SKS Payment Date: 12/03/2003 09:40 AM User ID: 1165 Balance:- $0.00 TRANSACTION LIST: Type Method Description Amount Payment Check 26382 129.75 BUILDING - NONRES 000/322.100 STATE BUILDING SURCHARGE 000/386.904 Account Code Current Pmts 125.25 4.50 Total: 129.75 5307 12/05 9714 TOTAL 129.75 Printed: 12 -03 -2003 Ti:��.`.+ %ti'ti. •� �.<' iLti::.+ is.; a: it1< a.,.:; S: i:,!' IDSiru +:.�i..asic:±aa.;ua;:u:Wµ City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 z RECEIPT • z re ui Parcel No.: 0041000525 Permit Number: D03 -265 v Address: 15036 TUKWILA INTERNATIONAL BL TUKW Status: PENDING 0 co o Suite No: Applied Date: 08/27/2003 u) w Applicant: KFC /TACO BELL Issue Date: -1 H w 2 Receipt No.: R03 -01048 Payment Amount: 81.41 g Q Initials: SKS Payment Date: 08/27/2003 02:12 PM Z W User ID: 1165 Balance: $379.75 Z F I- O z I- • W U� O N O 1- TRANSACTION LIST: 1.1J U T y pe Method Description Amount t1 ~O Payment Check 17563 81.41 cj Z O Payee: OLYMPIC ASSOCIATES CO ACCOUNT ITEM LIST: Description doc: Receipt PLAN CHECK - NONRES Account Code Current Pmts 000/345.830 81.41 Total: 81.41 )0/20 1: i 6 TOTAL `.. Printed: 08 -27 -2003 z Parcel No.: 0041000525 Address: 15036 TUKWILA INTERNATIONAL BL TUKW Suite No: Applicant: KFC /TACO BELL Receipt No.: R03 -01049 Initials: SKS User ID: 1165 Payee: ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 OLYMPIC ASSOCIATES CO. TRANSACTION LIST: Type Method Description Payment Check 17504 PW BASE APPLICATION FEE RECEIPT Account Code 000/322.100 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 250.00 Current Pmts 250.00 Total: 250.00 :;. 08/28 D03 -265 PENDING 08/27/2003 250.00 08/27/2003 02:13 PM $129.75 S 1 y i r , ! _ '',ir 0) Printed: 08 -27 -2003 Project:' l k //fir,, 6d// Type of Inspecti on: 4 Address: i 7 3 Date Called. Special Instructions: Date Wanted: ✓� � /a.m.� ( ~, Requester: Phone No: 3s INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PE (206 431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: El $47.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project r-- X FC__ 10,„ 4,/ Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: 44--x5---ay p.m. Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 A pproved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit PER (206)431 -3670 El Corrections required prior to approval. ✓� 7'0 $47.00 REINSPECT! FEE REQUIRED. Prior to inspection, fee m st be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: T pe of Inspection: - ; >J /h,. '74 / k I) I) i „./ le 2) e' '1'3 (- / 4 (44 z. 6r ‘..--7? - 3 /f Requester: Phone No: `/ 4 44 • : l / )/, - ›,e / %4 , ?,. 1 7■< A/4 1 ! i in A Project: l� ���.? 11� T pe of Inspection: - ; >J Address -�-- e> /7,6 Date Called Special Instructions: `'� • . - 1 � fJ � 71---- U V Date Wanted: 3 -23 0y m. Requester: Phone No: 1.1.:,. >J.' •1444wb $:alCw9Lw n ! : Lai u"n`. 1. ..;�v:.l INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20•)431 -3670 ❑ Approved per applicable codes. Corrections required prior to approval. Inspector: v-e»i Date: Ei S47.00 REINSPEg1 ON FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Sout center Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: of Inspection: pi/1j 3 4 4 /0 U eAo-4 . ► rte Ai Li--; co/IA-pie/4J J 7 . D ate Called: V Y 2,- yjd Y A 1,,./2. „Zo e_ if - v s Tizideol a Ai Ac c ti 4 5 4e . RA .:1 U(/; f revel -11 2-3 ,vr,�D ,r •io •2 '1 rat (, IfiL-dti .-Taw Gfr1/4 (*.Qin J Z Y ,, ��� /'� i „L..... , If "L ,")tom. - ,-.... , ..7'7 - �-z s i s '- ? y t.),c Project: / ' / r' &-/ of Inspection: pi/1j Address'. /$Q 1 0 17i, D ate Called: V Special Instructions: Date Wanted: f I l j a.m. p.m. Requeste /F tio,i,uti Phone No: / Cali% �`sftiti%neaili�b7 : 01324, INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. Inspector: (- \.) Date: ,3 / 2 _ 1 i/a v El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: S J 1 1 Project: r ' .K.).... Type,of Inspection / : Cf()[ A dr Date C Iled: I ( 4 4 ss: Special Instructions: v (.4A - C' Date Wanted: / / f vT a.rrt. p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 tor: (206)431 -3670 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: Out . Date: I $47.00 REINSPECTI9N FEE REQUIRE Prior to inspection, fee must be paid at 6300 Southc nter Blvd., Suite 00. Call to schedule reinspection. Date: Receipt No.: Project Name Address City of Tukwila Fire Department. Thomas P. Keefe, Fire Chief TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM KFC/7co &e. ! - o 3C, -n iav i /e4 7E (nc, iI ne,i l 8/ ,. Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued- Sprinklers : /147$4,4. Fire Alarm: Ye) Hood & Duct: Yp 5 Halon: Monitor: Key Pre -Fire: Permits: r Authorized Signatur FINALAPP.FRM Rev. 2/19/98 Permit No. 3 - .o) D03 65 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 -575 -4439 n1o3-177 MDR( oy- r=-o Suite # 3/36/ Date 4 27 Steven M. Mullet, Mayor 110 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLANO, WASHINGTON 98034 April 15, 2004 REVISED FINAL LETTER FROM MARCH 23, 2004 Cert No. 0311 -07 City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 Attention: Dave Larson Reference: KFC /Taco Bell 15036 International Boulevard Permit No. (SEE AS LISTED BELOW) Dear Mr. Larson: This is to advise you that special inspections are completed for the above referenced project. Special inspections were performed for the following activities. PERMIT NO. DO3 - 201 1. 11/10/03 - pull tests 5/8 west end and 7/8 middle shear walls with no failures noted 2. 02/19/04 Reinforced concrete cast in place for trash enclosure footing and slab 3. 01/05/04 - load tests walls with one failure noted 4. 01/08/04 - epoxy embed of anchor bolts with corrected bolts from failure noted on report number 51097 PERMIT NO. D03 - 265 1. 02/11/04 Reinforced concrete cast in place for detention vault slab and thickened slab edges, curbs 2. 02/19/04 Reinforced concrete cast in place for vault walls 3. 02/26/04 Reinforced concrete cast in place for vault lid and grate walls 4. 02/12/04 Verified rip rap was placed correctly PERMIT NO. D03 -201 REVISION #2 1. 03/01/04 Reinforced masonry for trash enclosure walls All work as inspected and tested conformed to Tukwila Building and Land Development approved plans, specifications, Director's Rules, UBC and related codes and /or verbal or written instructions from the Engineer of Record. Respectfully, CASCADE TESTING LABORATORY, INC. Kenneth B. Foot President KIRKLAND: (425) 823 -9600 SEATTLE: (206) 525 -6700 FAX: (425) B23 -2203 EVERETT: (425) 259-0817 z moz re 2 0 6 0 N O J • u_ w 0 } g J u. ¢ a • w z � 0 Z w • w O • N o I-- w • uL �-o ..z w U = O h- z T March 23, 2004 Cert No. 0311 -07 City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 Attention: Dave Larson co ii. w 0 2 Reference: KFC /Taco Bell u. J 15036 IntGinatio;)al Boulevard Permit No. (SEE AS LISTED BELOW) = w I- _ Z1- 1- 0 Z (- This is to advise you that special inspections are completed for the above referenced project. 2 o U O N Special inspections were performed for the following activities. (\ o '— =0 PERMIT NO. D03 -201 Td U i 1 �� iJ4. U/ it ] L I 1. 11/10/03 - pull tests 5/8 west end and 7/8 middle shear walls with no failures noted �''-e dt' Z w 2. 02/19/04 Reinforced concrete cast in place for trash enclosure footing and slab v S 3. 02/11/04 Reinforced concrete cast in place for detention vault slab and thickened slab edges, curbs 0 I- 4. 02/19/04 Reinforced concrete cast in place for vault walls . Z 5. 02/26/04 Reinforced concrete cast in place for vault lid and grate walls 6. 02/12/04 Verified rip rap was placed correctly Dear Mr. Larson: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 PERMIT NO. D03 -265 1. 01/05/04 - load tests walls with one failure noted 2. 01/08/04 - epoxy embed of anchor bolts with corrected bolts from failure noted on report number 51097 PERMIT NO. D03 -201 REVISION #2 1. 01/03/04 Reinforced masonry for trash enclosure walls All work as inspected and tested conformed to Tukwila Building and Land Development approved plans, specifications, Director's Rules, UBC and related codes and /or verbal or written instructions from the Engineer of Record. Respectfully, CASCADE TESTING LABORATORY, INC. Kenneth B. Foot President KIRKLAND: (425) 823-9800 SEATTLE: (206) 525 -6700 FAX: (425) 823-2203 EVERETT: (425) 259-0817 RECEIVED 1 W K i p . . . re D COMMUNITY D DEVELOPMENT co U.1 J = H rboDxa,c NOV -10 -03 14:48 FROM- Olympic Associates Golder Associates Inc. 18300 NE Union Hill Rood. Suite 200 Redmond. WA USA 98052 -3333 Telephone (425) 883-0777 Fax (425) 882 -5498 , www.golder.com August 25 2003 Olympic Associates Company, Inc. 701 Dexter Avenue North, Suite 301 Seattle, Washington, 98109 Attention: Brad Minogue RE: KFC/TACO BELL STORM WATER VAULT GEOTECBNICAL RESPONSE TO CITY COMMENTS Dear Brad: At your request, Golder Associates, Inc. (Golder) has prepared this letter in response to the City of Tukwila's comments regarding the storm water vault at the proposed KFC/Taco Bell at 15036 Tukwila International Boulevard, Tukwila, Washington. Our geotechnical report for the project is dated April 3, 2003. Golder has received, via fax, two written comments from the City in regards to the geotechnical engineering recommendations regarding the proposed water quality vault The initial response was dated July 24 2003 and requested that the geotechnical engineer provide a letter addressing the vault design criteria (comment one). The second response was dated August 29 2003 and requested that the geotechnical engineer comment on the proposed vault in relation to the existing 2 -foot diameter storm water line which is 8.5 feet from the proposed vault (comment four). Response to July 24, 2003 Comment The following geotechnical design criteria can be used for the vault design: +206 - 285 - 4371 T P.002/003 F - 366 • Allowable foundation bearing: 4,000 psf Our Ref.: 023 - 1320.000 • Design maximum water table: 2 feet below the existing ground surface. The vault should be designed to resist uplift pressures if a footing drain is not installed at the base of the vault. • Lateral Design Earth Pressure: 90 pcf equivalent fluid weight below the water table (includes water pressure); 50 pcf equivalent fluid weight above the water table. Both pressures are for at rest conditions, Le. top of the vault is restrained from movement. • Foundation drainage: It is our understanding that the adjacent storm drain inverts are higher than the base of the proposed vault, therefore a gravity feed footing drain is not feasible. Provided the vault is designed for a water table at 2 -feet below the ground surface, no foundation drainage is required. In addition, the wall backfill does not need to be free draining provided the vault is designed for hydrostatic pressure. C ' to3. ,: NOV -10 -03 14:48 FROM- Olympic Associates Olympic Associates Company, Inc. August 25, 2003 Mr. Brad Minogue -2- 033- 1320.000 Response to August 19, 2003 Comment The distance between the vault and existing storm water Iine should be sufficient to allow for constriction of the vault using temporary cutslopes without compromising the integrity of the existing storm water line. However, as Golder does not know the contractor's means and methods for vault construction (CIP verses precast, time excavation is to remain open, etc.), we recommend that the contractor follow our recommendations in our geotechnical report for temporary slopes (Section 5.3.3.1) and temporary shoring (Section 5.3.3.2) for construction of the storm water quality vault. Based on the location of the water line relative to the planned vault, it appears that there is adequate - space for future maintenance on both systems. If you have any questions or require further information, please contact me. Sincerely, GOLDER ASSOCIATES INC. Michael J. Men Project Engineer Richard D. Luark, P.E. Senior Consultant MIM/RDL/ngs 01125034=1 % v D. [ G /3 Dj . Golder Associate* +206 -285 -4371 T -264 P.003/003 F -366 tios -2 (oS zk4d"wl.t' .' Y ..,.r, +.'r`Me u.YTYlwtvt.•1,p *s w1t Y'.rA . + D03 -265 Z W 6 JU 0 N W= WO 2 La I W Z I- O Z I- ll) • w • 0 O N O I- w u.l I- LLO Z W U= 0I Z Apr 15 04 09:10a CASCADE TESTING CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND. WASHINGTON 99034 April 15, 2004 REVISED FINAL LETTER FROM MARCH 23, 2004 Cert No. 0311 -07 City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 Attention: Dave Larson Reference: KFC /Taco Bell 15036 International Boulevard Permit No. (SEE AS LISTED BELOW) Dear Mr. Larson: This is to advise you that special inspections are completed for the above referenced project. Special inspections were performed for the following activities. PERMIT NO. 003-201 1. 11/10/03 - pull tests 5/8 west end and 7/8 middle shear walls with no failures noted 2. 02/19/04 Reinforced concrete cast in place for trash enclosure footing and slab 3. 01/05/04 - load tests walls with one failure noted 4. 01/08/04 - epoxy embed of anchor bolts with corrected bolts from failure noted on report number 51097 PERMIT NO. D03 -265 1. 02/11/04 Reinforced concrete cast in place for detention vault slab and thickened slab edges, curbs 2. 02/19/04 Reinforced concrete cast in place for vault walls 3. 02/26/04 Reinforced concrete cast in place for vault lid and grate walls 4, 02/12/04 Verified rip rap was placed correctly PERMIT NO. D03 -201 REVISION #2 1. 03/01/04 Reinforced masonry for trash enclosure walls All work as inspected and tested conformed to Tukwila Building and Land Development approved plans, specifications, Director's Rules, UBC and related codes and /or verbal or written instructions from the Engineer of Record. Respectfully, CASCADE TESTING LABORATORY, INC. Kenneth B. Foot President KIRKLAND: (425) 923.9800 SEATTLE: (209) 525.6700 FAX: (425) 823.2203 EVERETT: (425) 299.0917 RE CEIVED APR 15 2004 ' ° LNG rM ENT 425- 823 -2203 �=D ' I 4 p.2 w ,uii�l't: 3H 4 . ulird,Y.Ar. \tna.: ( °..' I T 1 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS PREVIOUS 1 0 4 6 9 12919 N.E. 126TH PLACE REPORT No. No KIRKLAND, WASHINGTON 98034 (425) 823 - 9800 EVERETT (425) 259 -0817 DATETt i Fb1D Y' rE . 7 CERT. NO. O. 02.-713 FIELD REPORT . ( ZOOst PROJECT 1:F /TACO Y�E1 l • LOCATI N l 5D3 (o 1 NTERMTIONAL eLYl7. TO CEO/NZ MOUKITN NI CORSA (� • 2_735 SE. l GI" T L. _ BLDG. PERMIT NO. OWNER L•�(�, ) �f�� Qn . J P\Ck. f M V Pc _ "1 &Ta o . �� WEATHER �� 1 QP4 V TEMP. AT AM AT PM ,e1, ENGINEER 'P3f LL K. Pt k tL ,,,, & ' 10 ., ATTN ARCHITECT O LYMPIC X55 3C•. be /WU /r /;( / )1 4. 7 CONTRACTOR CEDP\K. MOUNTA N CONLST ( INSPECTION PERFORMED RESTEEUCONCRETE „_ RESTEELONLY _ RESTEEUMASONRY STR.STIWELDING OTHER STR.ST /BOLTING (3) ITEMS INSPECTED K. FOUNDATIONS FOOTINGS p, SLAB AUGER CAST PILES COLUMNS — DRILLED PIERS ' WALLS BEAMS — -- — ( LOCATION (AREAS) VAULT V LAD & J` r `/ P.w !• 1 (5) CONCRETE/MASONRY NO. 5 1 1 5 / \ DESIGN STRENGTH (i'c) 4 F • f.1 • - i �A ��yMIX D SUPPLIER � 7 TOTAL CU. YD. PLACED LO y SLUMP (INCHES) 5 Q SPECIMENS CAST k . gC.0 S AIR CONTENT ( %) SEE CYLINDER REPORT NO. 516:105 YES _ NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS yrrtmy.; ads REMARKS: Vr • JTEE1_, C \E1. IC_ED O ‘Q A J FEK. t . NU i L- 1 r '21 D. 0 . CD t1Ta.ACTOI ZELIUEs E?CTIZA CYL NDER. FOB ONf M EGk1AM I CALLY VVEI_L_ V lT5CATED lVth�, TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH. OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 8/00 COPIES TO' INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE `� SIGNED BY CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 7572 Z . 7 3 ^ /rc WEATHER ` l l 4X8 /.,7‘..s' 7 ?/r) ,..ZS"7c [ O ‘75 C.A. 3/'c „ 3— 1' 7 FINE'AGG. ,5 c a 1-38"6 WATER v7 — iif 3 Za / DATET ueso FEB, Z.6 .DO'r CERT. NO. O.fO 73 PROJECT f %AIR K FC.. NC) ELL LOCATIO KTION,/ L BLVD, 1503 to l • - BL G. PERMIT NO. OWNER 1 IOTA ASTM t0 WEATHER ` l l TEMP. AT AM AT PM ENr M t\-tkLL K.. PI M_ ARCHITECT OLYMPIC ASSOC.:. CONTRACTOR CEDAR IV`DUNTi'I N CONS \-. TRUCK SAMPLED 3kS TRUCK TICKET NO. 5E36,076 MIX NO.5555 TIME SLUMP ASTM C-143 %AIR UNIT WEIGHT C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR IOTA ASTM t0 5 " C.A. 3" " [ O C.A. 3/'c „ t ro 7 Co FINE'AGG. l \LB BATCH DATA FOR CU. YD. DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT 544 FLY ASH t B t C.A. " C.A. 3" " ZR3 C.A. 3/'c „ t ro 7 Co FINE'AGG. l \LB WATER Zb` TOTAL • CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 COMPRESSION REPORT TOr O - MOU f7\\tu CON51 7_735 3.E. 1�2J' FL. I ft WP\ °76OZ7 ATTN• THE FOLLOWING WAS NOTED: CONCRETE. FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar COMPRESSIVE STRENGTH CONCRETE COMPRESSION MACHINE I.D. #CC00000 IlrigTM 1 SAMPLE P/U DATE 4::::p�� TEST METHOD C1t',2 ❑ ASTM C-617 SUPPLIER S vM � vnf / 41 : -5Z...6 ►ENT TYPE CU. YARDS PLACED Z'OpG • AEA W A f D MI MIXX. � IO , Al 5- j C % DESIGN STRENGTH ktOw `- J • t • PLACEMENT AREA & NOTES ve\ULT LIED D C TA— 1 1_. WT\LLt . TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH - OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 1/02 COPIES TO' (le 5/7 INSPECTOR(S), NAME(S) PRINTED DENIM n J `C5'3Q` `" INSPECTOR SIGNATURE SIGNED BY f'___.— - D0 1- 0 —( PCS — FIELD REPORT No 1ZIYt LcT No. 51605 SAMPLING IN ACCORDANCE WITH C ,3 APPLICABLE CODES & SPECS CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ.IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 73 5 " 1 ;z- 'q.-(dY - .3-3f' 4 / F• eA ' i ce - 2 $1oc) t.0 0 735.5 GP�4 7 5"6/60 47/p30 73.57 III 3 -/ 8 I0,v 5 I DATE C CERT.NO. PROJECT /(i = c /7 i3e // 1 6/ ( t LOCATION / 5^6 G ... 4.rHc, jyi.J I )' ' ='' . -ral c ....., TRUCK SAMPLED e.?7 TRUCK TICKET NO. 3 e 3 MIX NO. Cpl SLUMP UNIT CEMENT TEMP. TIME ASTM C -143 %AIR WEIGHT YIELD FACTOR ASTM C -1064 ASTM C -138 CONC AIR CIES/o 7 5 — BATC O TAFOr+ DESIGN % ADJUSTED t C u.Y D . WEIGHTS MOIST. WEIGHTS CEMENT "5 8 Y ‘ei) 0 FLY ASH l /c '! /I? 80 C.A. 3/v „ / 64 / 05-2.0 C.A. per " ,3,2 s- L324 o C.A. ! t FINE AGG. / 72 (o 2 7 6'd WATER a " G , /4, TOTAL TO: THE FOLLOWING WAS NOTED: PLACEMENT AREA & NOTES COPIES TO CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 EVERETT COMPRESSION REPORT Cei ' )735 4_ > 4Y -- 9 "O? ar _ ATTN: FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CC00000 SAMPLE P/U DATE 3112 TEST METHOD SUPPLIER ( /Vh '€ ' y / 'mac bJ ADMIX t • es ryi l "i fJ tJ Llf C /" 1 REU COMM r DEVE LOPM`rd 't COMPRESSIVE STRENGTH CEMENT TYPE r, CU. YARDS PLACED /" CAC12 DESIGN STRENGTH I (425) 823 -9800 (425) 259.0817 � r` 1' Xyl' �i1.;. Tk" kN. ttt- 7rra. r,^: nt+ S. S;'}, cn, t".. h: lmwre,'''„'',.,•'+'•',`'"'e" • STM C -1231 ❑ ASTM C -617 FIELD REPORT No. // No. 51684 SAMPLING IN ACCORDANCE WITH C. l APPLICABLE CODES & SPECS O 19-6 1 TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 1/02 INSPECTOR(S), NAME(S) PRINTED k✓ ( " </ S INSPECTOR SIGNATURE SIGNED BY Q W 00 0 co w �1— co w 1J.. W z �.- w O • N W w H ., W co � z BATC O TAFOr+ DESIGN % ADJUSTED t C u.Y D . WEIGHTS MOIST. WEIGHTS CEMENT "5 8 Y ‘ei) 0 FLY ASH l /c '! /I? 80 C.A. 3/v „ / 64 / 05-2.0 C.A. per " ,3,2 s- L324 o C.A. ! t FINE AGG. / 72 (o 2 7 6'd WATER a " G , /4, TOTAL TO: THE FOLLOWING WAS NOTED: PLACEMENT AREA & NOTES COPIES TO CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 EVERETT COMPRESSION REPORT Cei ' )735 4_ > 4Y -- 9 "O? ar _ ATTN: FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CC00000 SAMPLE P/U DATE 3112 TEST METHOD SUPPLIER ( /Vh '€ ' y / 'mac bJ ADMIX t • es ryi l "i fJ tJ Llf C /" 1 REU COMM r DEVE LOPM`rd 't COMPRESSIVE STRENGTH CEMENT TYPE r, CU. YARDS PLACED /" CAC12 DESIGN STRENGTH I (425) 823 -9800 (425) 259.0817 � r` 1' Xyl' �i1.;. Tk" kN. ttt- 7rra. r,^: nt+ S. S;'}, cn, t".. h: lmwre,'''„'',.,•'+'•',`'"'e" • STM C -1231 ❑ ASTM C -617 FIELD REPORT No. // No. 51684 SAMPLING IN ACCORDANCE WITH C. l APPLICABLE CODES & SPECS O 19-6 1 TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 1/02 INSPECTOR(S), NAME(S) PRINTED k✓ ( " </ S INSPECTOR SIGNATURE SIGNED BY Q W 00 0 co w �1— co w 1J.. W z �.- w O • N W w H ., W co � z TO: THE FOLLOWING WAS NOTED: PLACEMENT AREA & NOTES COPIES TO CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 EVERETT COMPRESSION REPORT Cei ' )735 4_ > 4Y -- 9 "O? ar _ ATTN: FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CC00000 SAMPLE P/U DATE 3112 TEST METHOD SUPPLIER ( /Vh '€ ' y / 'mac bJ ADMIX t • es ryi l "i fJ tJ Llf C /" 1 REU COMM r DEVE LOPM`rd 't COMPRESSIVE STRENGTH CEMENT TYPE r, CU. YARDS PLACED /" CAC12 DESIGN STRENGTH I (425) 823 -9800 (425) 259.0817 � r` 1' Xyl' �i1.;. Tk" kN. ttt- 7rra. r,^: nt+ S. S;'}, cn, t".. h: lmwre,'''„'',.,•'+'•',`'"'e" • STM C -1231 ❑ ASTM C -617 FIELD REPORT No. // No. 51684 SAMPLING IN ACCORDANCE WITH C. l APPLICABLE CODES & SPECS O 19-6 1 TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 1/02 INSPECTOR(S), NAME(S) PRINTED k✓ ( " </ S INSPECTOR SIGNATURE SIGNED BY Q W 00 0 co w �1— co w 1J.. W z �.- w O • N W w H ., W co � z CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 73 5 :;24q - y a3fc- y rt. ((A ' /.. 2 tf-ov ( o Via 7355 / t2, zo .P•; 7 32 s y › ©/00 4-id30 FINE AGG. / < 72 /) 7 6y WATER 73.57 111 3 -/t ad TOTAL , DATE CERT. NO. PROJECT / l ,cc /G�c;... i3e // J`'-- " eAv i! LOCATION // /' 1 � � / � ' v --- 1) / l N O 4' OW � R BLDG. ERMI ` WEATHER ©U NC C∎ ii- TEMP. AT AM AT PM ENGINEE MO ARCHITECT CONTRACTOR C.A. .3/t/ " TRUCK SAMPLED '` ? TRUCK TICKET NO. 3 B / 2 3 MIX NO.4 ] .-1 TIME SLUMP ASTM C -143 %AIR WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR MO /5 (,(! if 80 C.A. .3/t/ " Via 7 5- / t2, zo C.A. p er, " 32 s y 3.2.(e0 C.A. earc}/opraFOR f cu.vo. DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT 96) Y 6 0 FLY ASH /5 (,(! if 80 C.A. .3/t/ " s' Y > / t2, zo C.A. p er, " 32 s y 3.2.(e0 C.A. FINE AGG. / < 72 /) 7 6y WATER 37x! 4. TOTAL CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 COMPRESSION REPORT TO CeIo 1 27i Ok'n (:■ 73sa Z /A.Ya - M)-7 ATTN: THE FOLLOWING WAS NOTED: FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO THERMOMETER CCOTHO '6 AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CC00000 SAMPLE P/U DATE c —4.7 TEST METHOD SUPPLIER -ems Lu ►9. /� % y , -*te t 6 Jr'`1 ADMIX PLACEMENT AREA & NOTES Cmy 4-1r3l d ,S w 1rtet REVISED 1/02 I SIGNED BY COMPRESSIVE STRENGTH CEMENT TYPE CAC12 STM C -1231 ❑ ASTM C -617 COPIES TO / 4-s- ° 0 ' • . �4&!^Fixtwi<hGUCrtt.Ya:mt FIELD RT No. / // No. 51684 SAMPLING IN ACCORDANCE WITH APPLICABLE CODES & SPECS CU. YARDS PLACED ' " DESIGN STRENGTH 4 2 1 6 6 TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT INSPECTOR(S), NAME(S) PRINTED C ` u ! } S �,(� — " BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. INSPECTOR SIGNATURE ?xh .vnrt.,'1.1": eta ^;.ys }?`.;;,ii•�F,p�?,G12�CfK OWN !MI CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. TOTAL LOAD STRENGTH PSI TYPE BREAK 73 5 ;2 4g.-0 y a3f y F & ((Al • / ,, SI-co 6 0 7353 .. 4 7 FINE AGG. i 72 (, ? e l ) WATER 735 37ca /4j 3/S .‘ 7 3.7 3 -/ o DATE CERT. NO. PROJECT /�- �4,4,, }-- /1 �cc / /Gc-,, 1 e7/ f I LOCATION 5 s 6 k l J i . I �, I) '�•i� /e„, OWNER BLDG. PERMIT NO. C WEATHER eRt C• 1 i- TEMP. AT AM AT PM ENGINEER ARCHITECT CONTRACTOR TRUCK SAMPLED 4,27 TRUCK TICKET NO. 3 Ov cr Z 3 / M X NO.CrIV -1 TIME SLUMP ASTM C -143 % AIR WEIGHT ASTM C -138 YIELD CEMENT FACTOR FLY ASH ASTM C-1064 CONC AIR / GP4 fe ! 05-40 3 2 e o C.A. pecl " 3 J C.A. FINE AGG. i 72 (, ? e l ) WATER BAT 0,7;t1 FOR / i C YD . DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT 961 Y / , aer� 0 FLY ASH /' � C.A. ,J /v " / GP4 fe ! 05-40 3 2 e o C.A. pecl " 3 J C.A. FINE AGG. i 72 (, ? e l ) WATER 37ca /4j TOTAL T• TO: SAMPLE P/U DATE SUPPLIER %A A/ 4 y Vdtti D CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) : 3.9800 EVERETT (4 25 ••0817 PLACEMENT AREA & NOTES COMPRESSION REPORT (Ic ' 16`'i A 7 3 -T a 4 - 0 _,C'dc -c.L1 v 91.4 il ?al ATTN• THE FOLLOWING WAS NOTED: AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. / SLUMP CONE CSLCOO THERMOMETER CCOTHO .6 AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRESSION MACHINE I.D. #CC00000 -P � any 3 601 ADMIX. FIELD TEST DATA TEST METHOD D✓4 & - 3 7 COMPRESSIVE STRENGTH FIELD REPORT No. (( f / 9 t 7 I/ No. 51684 CEMENT TYPE CAC12 ) o441 a STM C -1231 ❑ ASTM C -617 SAMPLING IN ACCORDANCE WITH APPLICABLE CODES & SPECS CU. YARDS PLACED /' " DESIGN STRENGTH L v la 14 1 / (/ GL, oVQt ) 4/ RECEIVED MAR -1 2004 TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 1/02 COPIES TO. • 77,4„, " C INSPECTOR(S), NAME(S) PRINTED S k✓ • CA/S Le/14-,t, G �L� INSPECTOR SIGNATURE SIGNED BY DEPARTMENT \ CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION I ENGINEERS PREVIOUS 119 711 12919 N.E. 126TH PLACE REPORT No. No. KIRKLAND, WASHINGTON 98034 (425) 823 - 9800 EVERETT (4 SL 817 • DAT / E / y/ CERT. NO. FIELD REPORT PR p J�ET /'– C h6 Cc) 4 / 71 (. C TO* , G 'JV, , 1 G p i � ✓ I r L O OCATION / / / c - b 2 C j :z / i oza / a / J) / 3ew: G ,X 7 35 D 4// /6 ' -tc..c e.., LDG. PERMIT NO. o 3 -c)_ (o5 OWNER /� qg1),27 WEAT / H , ER OL/ e C r- TEMP. AT AM AT PM ENGINEER ATTN: ARCHITECT CONTRACTOR ( INSPE ON PERFORMED RESTEEUCONCRETE RESTEEL ONLY — RESTEEUMASONRY _ STR.ST/WELDING OTHER STR.ST /BOLTING ( ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS _ SLA B AUGER CAST PILES _ COJ..UMNS — DRILLED PIERS WALLS — BEAMS — -- (4) LOCATION (AREAS) it CONCRETE/MASONRY MIX NO. j 7-3 i ~-- 4 DESIGN STRENGTH (f'c) C0 0 3 SUPPLIER 1 S + 0 C./ a., CU. YD. PLACED Ay / / SLUMP (INCHES) V r I �TOTAL � SPECIMENS CAST � /,i' D / A AIR CONTENT %) SEE CYLINDER REPORT NO. S 7 b 9 V ( X YES _ NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS REMARKS: '•••-• 4' /& r'�4 &/ ; e7 C";:-/)1 , � L i ✓L,,fopr �J�4rp at t - t t ct /4 1D <!-- A Q 141 L' / - RECEIVED "T l� ca / a /►Aci ( MAR -1 2004 BUILDING DEPARTMENT TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 8/00 INSPECTOR(S), NAME(S) PRINTED C- vim% INSPECTOR SIGNATURE SIGNED BY COPIES TO: as' • � CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION I ENGINEERS PREVIOUS 119 7 0 7 12919 N.E. 126TH PLACE REPORT No. No. KIRKLAND, WASHINGTON 98034 823 (425) - 9800 EVERETT (425) 259 -0817 DATE °`' CERT. NO. f' y� -2 `' FIELD REPORT TO: 1a_2 41 ) ,I, tL 7/K./ 4 l RO4EGT PRO E // // �(�� /Z- Co �(/ LOCATION . � rr' 404l >N/}L k*W (C. ry 55) /(4" A,1(1...4. BLDG. PERMIT NO. OWNER j -a--/k./1 WEATHEF S P� TEMP. AT AM AT PM ENGINEER ATTN• ARCHITECT CONTRACTOR INSP PERFORMED RESTEELICONCRETE _ RESTEEL ONLY _ RESTEEL/MASONRY _ STR.STIWELDING — OTHER STR.ST /BOLTING ITEMS INSPECTED _ FOUNDATIONS _. FOOTINGS ✓SLAB _ AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS — -- BEAMS ( LOCATION (AREAS) (7 I ; d� Lk J I c \< /.7 S / 5 ,',Pa. r4/4. .4 .P s X � l�( • <S P CONCRETE/MASONRY MIX NO. ��� DESIGN STRENGTH (f' c) 1/0© SUPPLIER6 8.,_3' TOTAL CU. YD. PLACED SLUMP (INCHES) 3 SPECIMENS CAST 3e & ^ ( . (%) --G AIR CONTENT ( /o) SEE CYLINDER REPORT NO. 0 L ES NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS REMARKS: - /'fit► -‘ £ cJ UQ t ( 1 � 9 :a ) 2 /2411' .21 6 )p •(-Q 4 17) / fi t vcei-d) Vcz 174 778 T/ 4,a d /9a&- " '1?Tr.?!Y? ^t9l.IM�¢ry;�•vry. •...r.: �.., .: ftW..r�y! :y r... �:�rt RECEIVED MAR 12004 BUILDING DtPARTMBNT TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 8/00 COPIES TO: C ' 174 INSPECTOR(S), NAME(S) PRINTED C(../ INSPECTOR SIGNATURE SIGNED BY r•: r m� Golder Associates Inc. 18300 NE Union Hill Road, Suite 200 Redmond, WA USA 98052 -3333 Telephone (425) 883-0777 Fax (425) 882 -5498 www.golder.com March 18. 2004 Our Ref.: 023 - 1320 -100 Master Construction Corporation 5307 Fourth Avenue South, Suite B184 Seattle, Washington 98108 Attention: Mr. Jeff Edwards RE: SUMMARY OF GEOTECHNICAL SPECIAL INSPECTION SERVICES TUKWILA KFC /TACO BELL DEVELOPMENT 15036 TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON Dear Mr. Edwards: G kI r Associates ►tes Golder Associates Inc. (Golder) is pleased to present this report summarizing our geotechnical special inspection services for the KFC /Taco Bell development, located at 15036 Tukwila International Boulevard, in Tukwila, Washington. Golder performed our geotechnical special inspection services under subcontract to Master Construction, Inc., of Seattle, Washington. Golder's geotechnical inspection services during construction consisted of the following items: • Inspection of Footing and Slab -on -Grade Subgrades: Golder was on site during earthwork activities to inspect and approve the subgrade for perimeter footings, shear walls, and slab -on -grade footings. Per the recommendations of our geotechnical report, the recommended allowable bearing capacity for the structure was 2,000 psf. Golder inspected the footings and slab -on -grade subgrades using a 1/2-inch diameter steel t- probe. Based on our observations on site, the recommended allowable bearing capacity was achieved beneath the building. • Inspection of Trash Enclosure Subgrade: Golder inspected the subgrade for the trash enclosure at the rear of the building. Per the recommendations of our geotechnical report, the recommended allowable bearing capacity for the structure was 2,000 psf. Golder inspected the footings and slab -on -grade subgrades using a 1/2-inch diameter steel t- probe. Based on our observations on site, the recommended allowable bearing capacity was achieved beneath the trash enclosure per the requirements of the City of Tukwila and our geotechnical recommendations. 003 265 ,V I HI 1 222003 10: 20 425251 d RE: near Dick: ,l:)ick Taylor Master Construction Corporation Construction Staking - KFC /Taco Bell Tukwila, Washington Our Job No. 10750.9 RWG /jss 10750C.006.doc cc: Dennis J. Salrys, Barghau.sen Consulting Engineers, Inc. YrLdFtUHAUtAIN ralat ii / u1 CIVIL ENGINEERING, LAND PLANNING, $IJRVE\'IVCj, -NV;RONME 1TAL 3EP /ICES October 22, 2003 Facsimile: (206) 878-4790 r i34„ Sp4 t7da In accordance with. your request, Fargliausen Consulting Engineers, Inc,, is submitting this letter to confirm the constr uction•staking for the commercial development referenced above. We have staked the building, storm vault, and set a site benchmark according to the approved engineering plans. Whet requested, we will stake the remaining item, in our contract according to the approved engineering plans. This letter should answer any questions raised concerning the above - referenced site. Please call Should you require any further information. Sincerely, R. William I lassey, P.L.S. Project Surveyor 18215 72N0 AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251 -$782 FAX BRANCH OFFICES ♦ OLYMPIA, WA ♦ WALNUT CREEK, CA www barghauStrix m ' r oi' i6, i „ fti:+. xr6xai; t 4 i S:.�im::R� STATION SLOPE STK ELEV GRADE CUT FILL REMARKS `r ,./ ' S • ` ' 6 CU 671 Co , `tp / I I ), r • ciapfri vauIt Q' 0 . 1 r bn %.• ''e c, • BARGHAUSEN CONSULTING ENGINEERS, INC. "LAND PLANNING AND DESIGN SPECIALISTS" 18215 72ND AVENUE SOUTH KENT, WASHINGTON, 98032 • (425) 251 -6222 PROJECT: kFC,'Ar o 5E L JOB NO. 1 07 .5 0. 7 GRADES FOR ' i /eft 1 Ua .% 1 T" DATE:/e)- / 0- o3 ALL GRADES ARE TO FINISH UNLESS NOTED White: Office Copy_ Stave Crew Pink: Contractor CALC: J2 c. SHEET ► OF STATION SLOPE STK ELEV GRADE CUT FILL REMARKS 3',,,“ 37 33i],.50 rn.64 .. C3 T I; .. .33l .50 7. •3b c, X4 a , , i i J ��1 I.',,,, 134.18 .33A.? - ©,OZ... ._AV IZ'' I 3. 3'3,ob '.1 \/\."\. /-\---'\.- - 1..71 .--- 1,---'A/\/1 `/ /\/1 i /\ l V `" ice ✓ 1- V t/ g; t... - "v33.5 . ;35. i .3 -. C-n 4 ' 2- Y.;". , ,., • I . , 331.7 -7 z .38 l ( r • i k rl N I ,t •; t.., 73 `Jh :335, o° 0 . o'-1 C 3 T r 1:.'' „ 32.00 Z. . 96 FR o�.M r A d Z p 1 33 t } ,► : ,t.41 335 : " )6.C 7 0 .58 c5 & 9 T r. 12 r, 73 I. "7 3 ?, b? � d1� in it 0 • 3:t,.., N.1 U - 334, bU 0.71 CS• .5 r 1 ' 0 i, " " _ , 0 1 . - • BARGHAUSEN CONSULTING ENGINEERS, INC. "LAND PLANNING AND DESIGN SPECIALISTS" ALL GRADES ARE TO FINISH UNLESS NOTED 18215 72ND AVENUE SOUTH KENT, WASHINGTON 98032 • (425) 251 -6222 PROJECT:eFc, Ton, 95L L JOB NO. /o75'o. `I GRADES FOR: Zr 7-6 wj DATE: lo —/O — a3 CALC: �< SHEET 1 OFD White: Office Copy Yellow: Survey Crew Pink: Contractor tmy ctro4 ,.fY ^.42 yf` #:91��n"i.SZ;K•1T�',.ti tF X71. 4tdq;! K+' f± tK! m4�A`.^ fI«! nr Mtln rC /.Mn.�+ « ✓m ist' H�Yss.l nr+.nit+•l QUA NTITY ` • ITEM f `�I ESCRIPTIONy , ' � ; �` 1 Letter SUMMARY OF GEOTCHNICAL SPECIAL INSPECTION SERVICES — TUKWILA KFC /TACO BELL DEVELOPMENT 15036 TUKWILA INTERNATIONAL BOULEVARD — TUKWILA, WASHINGTON Dated: March 18, 2004 REMARKS: Golder Associates 18300 NE Union Hill Road, Suite 200 - Redmond, WA 98052 -3333 Telephone (425) 883 -0777 Fax (425) 882 -5498 TO: Master Construction Corporation 5307 Fourth Avenue South, Suite B184 Seattle, Washington 98108 Attention: Mr. Jeff Edwards SENT VIA: x U.S. Mail Per: Michael J. Mengelt / Richard D. Luark 023- 13 20- I00.000transm itta103 19 TRANSMITTAL LETTER Golder Associates DATE: March 19, 2004 PROJECT NO.: 023 -1320- 100.000 z - z ct w w 1 0 0 0 (n o co Lu N w J w co =w z � ZO tit ILI U � O N C1 F.- w U / 0 .. z U z !A :I i�il'3i:.Wii�: h:1.5/.C.li.'LiWt �{ r 43.r:f,. 1 4L11J u�+ ;Q ITEM . , : 7 t 3 t . a�' DESCRIPTIO o 1 Letter SUMMARY OF GEOTCI-iNICAL SPECIAL INSPECTION SERVICES — TUKWILA KFC /TACO BELL DEVELOPMENT 15036 TUKWILA INTERNATIONAL BOULEVARD — TUKWILA, WASHINGTON Dated: March 18, 2004 REMARKS: Golder Associates 18300 NE Union Hill Road, Suite 200 Redmond, WA 98052 -3333 Telephone (425) 883 -0777 Fax (425) 882 -5498 TO: Master Construction Corporation 5307 Fourth Avenue South, Suite B184 Seattle, Washington 98108 Attention: Mr. Jeff Edwards SENT VIA: x U.S. Mail Per: Michael J. Mengelt / Richard D. Luark 023 - 1320- 100.0001nmmitta10319 TRANSMITTAL LETTER Golder Associates DATE: March 19, 2004 PROJECT NO.: 023 - 1320 - 100.000 .L•'i.�C t ' L'+ i+ :.1 • 4,,1:1cJ.�w.ti0 uaueuw; 14 A kue. z , z tx w J0 00 . cn u, w J i-- N w J wQ = d. w z z � ^^ C J v o O N o r- w W I = O .. z U= O ~ z Master Construction Corporation March 18, 2004 Mr. Jeff Edwards -2- 023 -1320 -100 • Pavement Section Subgrade Inspection: Golder inspected the subgrade for the pavement section prior to placement of pavement base course (below). Our inspection consisted of observing a proof roll of the subgrade using a loaded dump truck. Based on our observations, no pumping /soft areas and /or unsuitable subgrade were noted during the proof roll, and Golder approved the subgrade. • Pavement Base Course Inspection: Golder inspected the prepared base course for the parking lot immediately prior to paving. The base course consisted of crushed rock. Our inspection consisted of subgrade probing to determine whether compaction had been achieved. Based on the results of our observations, the base course was prepared in accordance with the specifications, and was considered suitable for pavement base. CLOSING Based on our inspection of the above - mentioned items, Golder approved the various geotechnical elements of the project. For the items included in our geotechnical special inspection scope of services as detailed in this letter, Golder Associates considers that the geotechnical components of the project inspected by Golder were performed in accordance with our plans and specifications. Golder Associates is pleased to submit this summary letter, and it has been a pleasure to work with Master Construction on this project. If you have questions, or require additional information, please contact us at (425) 883 -0777. Sincerely, GOLDER ASSOCIATES INC. V At" . 4.eire-(.7//' Michael J. Mengelt Project Engineer C ,. Richard D. Luark, P.E. Associate MJM /RDL /se 031804 um , '6 3. al • • iftetlelear A ..•.v :..�.... recl A MIL OLYMPIC ASSOCIATES COMPANY STRUCTURAL CALCULATIONS Site Detention Vault KFC / Taco Bell Tukwila, WA OAC Job No.: 2002326 Date: August 19, 2003 EXPIRES: SEPTEMBER 9, 2003 COPY SEP 2 2 2003 p n CITY OF TUKWILA APPROVED NOV 19 2S113 As NU I I: U ni-ECEIVED °F T UKWILA AUG 2 7 2003 PERMIT ceNTER Project: Site Detention Vault for KFC/Taco Bell, Tukwila OAC #: 2002326 Design: L.Dunham / Olympic Associates Design Codes: UBC `97 ACI 318 -99 Design Criteria: Lateral Earth Pressure I. Design based on lateral earth pressure from Geotechnical Engineer (Golder Associates) Live Loading I. Design based on HS -20 truck loading criteria (King County stipulated) II. Design based on Tukwila Fire Department Ladder Truck Outrigger Loading (stipulated by Tukwila Building Department) ' : .,: , . : 44a,4: - 44444444:44: :m444444.:; CM.41,7.4,w..r ` r 101 Dexter Avenue North #301 Seattle, Washington 98109 ♦ Tel: (206) 2854300 / Fox: (206) 285.4371 Email: olympic©olympicassociates.com www.o(ympicassociates.com O L Y M P I C ASSOCIATES C O M P A N Y CLIENT: / _ PROJECT: K'P- / G�.� '.C,(�- Z / cZ ?j 2,6 DATE: I 4.e SUBJECT: - 4 - 3€,•4 - 4 , 1..1 -1—'' rrL 14A.--t.i.if'" 2 - --' Design Based on: Fully Saturated Backf ll HS -20 Truck Loading Criteria r 101 Dexter Avenue North #301 Seattle, Washington 98109 • Tel: (206) 2854300 / Fax: (206) 2854371 Email: olympic @olympicassociates.com www.alympicassociates.com OLYMPIC ASSOCIATES COMPANY CLIENT: PROJECT: DATE: SUIJECT: f'VarS.1• 4-e- v / /4i t" Dc e—► .C.� I o4c jI • i / ti./ ✓ Ale.4 „ y. o .v v MU r,,,,f ok-forp 4 .1 / 57 �- :F F F04.(,Y .1TZ IC- 7 7°19 a C le— ett C v/ eelq :.;: au,35LHtiotatit.L'iL.uaw:fw RAMSBEAM V2.0 - Gravity Beam Design Licensed to: Olympic Associates Company Job: KFC Detention Vault Steel Code: AISC 9th Ed. SPAN INFORMATION: Restrained Vault Walls Beam Size (Optimum) = W8X10 Fy = 36.0 ksi Total Beam Length (ft) = 10.00 Top Flange Braced By Decking LOADS: Self Weight = 0.010 k /ft Line Loads (k /ft): Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0.00 10.00 1.170 0.270 0.000 0.000 0.000 0.000 SHEAR: Max V (kips) = 4.40 fv (ksi) = 3.28 Fv = 14.40 MOMENTS: Span Cond Moment ® Lb Cb Tension Flange Comp Flange kip -ft ft ft fb Fb fb Fb Center Max + 9.2 4.5 0.0 1.00 14.17 24.00 14.17 24.00 Controlling 9.2 4.5 0.0 1.00 14.17 24.00 REACTIONS (kips): Left Right DL reaction 4.40 2.90 Max + total reaction 4.40 2.90 DEFLECTIONS: Dead load (in) at 4.90 ft = -0.184 L/D = 652 Live load (in) at 4.90 ft = 0.000 Total load (in) at 4.90 ft = -0.184 L/D = 652 r 701 Dexter Avenue North 1301 Seattle, Washington 98109 ♦ Tel: (206) 285 -0300 / Fox: (206) 285-4371 Email: alympic @olympicassociates.com www.oiympicassociates.cam OLYMPIC ASSOCIATES COMPANY CLIENT: PROJECT: DATE: SUIJECT: 4 kl ecA - Led 1,14446 kl.4r Si •• �,t�c,L Dom. H/�w,C O 1 p u�Y C / aGG, I.•✓ it!io / Pio /'l Pte.. / 1%!f ✓.L v vek IM iv) c%9 Ne-V / G 0 • !.' w! ,G OG�-�✓rC 1 0 N 4,42-1, ``7 „ - p c i 4-7 #1-6 9 10 L/ 7 : ot- -t C / 2 5 l 2 Balanced Concrete Beam Design Compute area of steel req'd to resist factored moment, Mu Job: KFC / Taco Bell 2002326 Date: 13- Aug -03 f10 "l Detention Vault Walls under fully saturated conditions Data: fy = d= f'c = b= 60 7.5 4 12 ksi in ksi in Variables: a= b= c= 0.74 -7.50 3.14 Mu = 188.4 k -in 15.70 k -ft As [design] = As [min] _ As [4/3] = 0.49 0.30 0.65 in 2 in 2 in 2 Cross sectional areas of bars, in2 #3 0.11 #7 0.60 #4 0.20 #8 0.79 #5 0.31 #9 1.00 #6 0.44 #10 1.27 Comments: - For an 10" concrete vault wall, vertical reinforcing at inside face = #6 @ 10" oc with f'c = 4000 psi; use #5 ® 12" oc vert outside face - Use (2) curtains of reinforcing for 10" wall - Use #5 ® 18" oc temp reinforcement each curtain horiz I r 101 Dexter Avenue North #301 Seattle, Washington 98109 ♦ Tel: (206) 185.4300/ Fax: (206) 2854311 E-mail: olympic @olympkossociates.com www.olympicossociates.com OLYMPIC ASSOCIATES COMPANY CLIENT: PROJECT: DATE: SUIJECT: pax. q:ia%S 4,t4 4:43.sL ,Li.e. Balanced Concrete Beam Design Compute area of steel req'd to resist factored moment, Mu Job: KFC / Taco Bell 2002326 Date: 13- Aug -03 j10 "1 Detention Vault Walls spanning horizontally @ access grate Data: fy = d= f'c = b= 60 7.5 4 12 ksi in ksi in Variables: a= b= c= 0.74 -7.50 1.26 Mu = 75.6 k -in As [design] = 0.19 in 2 6.30 k -ft As [min] = 0.30 in 2 As [4/3] = 0.25 in 2 Cross sectional areas of bars, in2 #3 . 0.11 #7 0.60 #4 0.20 #8 0.79 #5 • 0.31 #9 1.00 #6 0.44 #10 1.27 Comments: - For a 10" wall spanning horizontally @ access grate, # 5 @ 18" oc works _ r' s'^....,:: >'"=i:u„wi4�:::;:i: �.....u...ty1.: _,,.n.��'u� =''t'Y •: 4u:Yr.'��,'a:;:ri:t<t':sa.:., Z I • ~ W c QQ I J U . 00 N 0 Nw W I w w Q W Z � t-- Z H. U � 0- 0 1— WW H � IL O Z w U= O ~ Z r Seattle, Washington 98109 101 Dexter Avenue North 1301 ilk Tel: (206) 2854300 / fax: (206) 285.4311 Email: olympic @olympicassociates.com www.olympicassociotes,com O L Y M P I C ASSOCIATES COMPANY ove- I cs • - • 4 .4] CLIENT: DATE: , / SUIJECT: —//�� T►t v+� ✓ CAA —l/O' 515 ga / I 444- / 444 It 7211111•1111111E71110 r V 4 4 m..‘-. •✓ ./Gc 4_44 SI � — C• l 5 v ,1-- �� K.t.../y //o 2 33.0 r Cr O.c_ 2 / /" • 4 p 5I 4 4w TEL /. ¢ 4) p /f) 1.rl ( 444 . �� r 701 Dexter Avenue North 1301 Seattle, Washington 98109 • Tel: (206) 285-4300 / Fax: (206) 285.4371 E-mail: olympic®olympicossociates.com www.alympicossaciates,com O L Y M P I C ASSOCIATES COMPANY CLIENT: PROJECT: DATE: SUBJECT: 1/ ./y) p • / () rz 6- < / z '4v /d�. /��j /o / : , $ k - / T. ,t,-to s /s x C6) K /4e, , /S -2 l ' S• o ' � �— s ✓ tiw��- Z W re L O 0 U, 0 co ILI J w � J U. j I O = w H Z � I- 0 Z I- 2 O • -. D I- w - O " Z w U =: O I Z r 101 Dexter Avenue North 1301 Seattle, Washington 98109 Tel: (2061 285.4300 / Fax: (2061 285.4371 E -mail: olympic ®olympicassociates.cam www.olympicassociates.com O L Y M P I C ASSOCIATES COMPANY CLIENT: PROJECT: DATE: SUBJECT: 1(- c-'`' / C L i d( 45-3 .' et 4 ; dr w Q!'� �� •'s C �°� �. ° u5 ' 7 a, 5o¢ G; 5i) .- 3 r 7 K / • �¢' x o. 5o 4 Je 5 - x /a - 2 2— x/ b 1 27 vK • z cc w 0 N � w W d w z � I--O Z I- Lu U W - O w �o • z U= O~ z Balanced Concrete Beam Design Compute area of steel req'd to resist factored moment, Mu Job: KFC / Taco Bell 2002326 Date: 13- Aug -03 j10 "l Detention Vault Lid MS-20 loads + coverj Data: tY= d= fc= b= 60 7.5 4 48 ksi In ksi In Variables: a= b= c= 0.18 -7.50 18.64 Mu = 1118.4 k -in = 93.20 k -ft As (design] = 2.95 in 2 As (min] = 1.20 in 2 As (4/31= 3.94 in 2 Cross sectional areas of bars, 1n2 #3 0.11 #7 0.60 #4 0.20 #8 0.79 #5 0.31 #9 1.00 #6 0.44 #10 1.27 Comments: - Over a 48" width, require (4) #8 bars, or (5) #7 bars; therefor, use '88 ® 12 " oc ® bottom face of lid for entire run �«G14ia' • .e1u r 101 Dexter Avenue North 1301 Seattle, Washington 98109 Tel: (206) 2854300/Fax: (206) 2854371 E-mail: olympic®olympicassociates.com www,olympicossociates.com O L Y M P I C ASSOCIATES COMPANY (5) / / / 0 r :Gil �J CLIENT: PROJECT: DATE: SUIJECT: at,r -S,/ k; 4 " 4 4 S ,� �� } L) - /g e ll _ 10 (/4-0 p c C�; �� r /G (44-f s l) ` C . w 2-6.4 i °) / Wa,e'( do') 2S p s L' /ZSQ ,v1 rL0)( I ?) ) 4 S — 2 u /:ham /o e C /lb p ) (t ) L 1,0 L,L l6loo /4 ,z p/, .3 X 40 /G [e.ii s-41- r 701 Dexter Avenue North #301 Seattle, Washington 98109 ♦ Tel: (206) 285.4300 / Fax: (206) 285.4371 Email: olympic @olympicassaciates.com www.alympicassociates.com OLYMPIC ASSOCIATES COMPANY CLIENT: PROJECT: DATE: SUBJECT: v/7 Balanced Concrete Beam Design Compute area of steel req'd to resist factored moment, Mu Job: KFC / Taco Bell 2002326 Date: 13- Aug -03 Detention Vault Footing - Transverse Reinforcement Data: fy = d= t'c = b= 60 15 4 12 ksi in ksi in Variables: a= b= c= 0.74 -15.00 0.75 Mu = 45 k -in As [design] = 0.06 in 2 3.75 k -ft As [min] = 0.60 in 2 As [4/3] = 0.07 in 2 Cross sectional areas of bars, in2 #3 0.11 #7 0.60 #4 0.20 #8 0.79 #5 0.31 #9 1.00 #6 0.44 #10 1.27 Comments: - Use minimum reinforcement i 6 czj;t %vt.;itii:'i.i. ;: 7:. ki ' � Z. 4.. 0:: 4: 1. 024..i at:74 w`+G.'ui4i.:i,:;ttJrk..s *+ 701 Dexter Avenue North #301 Seattle, Washington 98109 Tel: (206) 285.4300 / fax: (206) 285 -4311 ♦ E-mail: olympic @olympicossociates.com www.alympicassociates.com O L Y M P I C ASSOCIATES COMPANY CLIENT: PROJECT: DATE: SUBJECT: /7 Seattle, Washington 98109 r 101 Dexter Avenue North 1301 Tel: (206) 285-4300 / Fox: (206) 285.4371 E.moil: olympic@olympicossociates.com ‘vviw.olympicossociates.com OLYMPIC ASSOCIATES COMPANY CLIENT: PROJECT: DATE: SUIJECT: /4 ‹.--/a C.-I..- &eV b e. •••■■••• #. - /kk t17 7. 2, K - i (P-Art # r4 F i 1 s s-e ;/ Balanced Concrete Beam Design Compute area of steel req'd to resist factored moment, Mu Job: KFC / Taco Bell 2002326 Date: 14- Aug -03 Detention Vault Slab on Grade Data: fy = d f'c = b= 60 4 4 12 ksi in ksi in Variables: b= c= 0.74 -4.00 . :1.44 Mu = 86.4 k -in As [design] = 0.43 in 2 7.20 k -ft As [min] = 0.16 in 2 As [4/3] = 0.57 in 2 Cross sectional areas of bars, in2 #3 0.11 #7 0.60 #4 0.20 . . #8 0.79 #5 0.31 #9 1.00 #6 0.44 #10 1.27 Comments: - Use #6 @ 12" oc transverse; #5 ® 24 long (temperature) 1.1 . ".K e rg Z 1 W tr UO N 0 w = —I I-- N u_ W 2 gQ I d � Z = F- 1- O Z I- L11 ui U ci O 5 O 1- W W H 0 . O .Z W U = O~ Z Design Based on: Fully Saturated Backfill Tukwila Fire Dept. Ladder Truck Outrigger Loading 701 Dexter Avenue North /301 Seattle, Washington 98109 Tel: (206) 285.4300 / Fax: (206) 2854311 Email: olympic @olympicassociates.com www.olympicassociates.com OLYMPIC ASSOCIATES COMPANY it 1 art„ 1, \t) 4 , G7' CLIENT: PROJECT: DATE: SUIJECT: �rj� l$IOfj Tea ry a& i ciLiii (2)= - c?O &-.01Z C-r b>t et- °WTz- 4- a�a /1-74P A) nl 720 a/ f 7b -i72-o-,/ Liz Cam At� U Ai J F L y' yr ✓ i - -4-w S-1✓l a 7z- . b 1 -'r Cs) � [ 1 71UiJ e -4C ) & t>� z.a,1- , 63' 44' 4, 6 el frJ TIC C--e Al C-7 Z N ?D (-044 etvcsTL- o- //o k G- i) o . /So �s 0 .a /; 4 Xe ffsi z ~ w 00 c o co w J = -.. w ° 2 LLa CO = d 1- w z O w ~ U � O - OH w w -0 u U= o� z • O L Y M P I C ASSOCIATES COMPANY 701 Dexter Avenue North /301 Seattle, Washington 98109 Tel: (206) 285.4300 / Fax: (206) 285.4371 Email: olympic@olympicassociates.com www.olympicassociates.com CLIENT: PROJECT: DATE: SUIJECT: / I 0/ t C40 44-C Oti i - /u( Zv RAMSBEAM V2.0 - Gravity Beam Design Licensed to: Olympic Associates Company Job: Taco Bell Detention Vault Steel Code: AISC 9th Ed. SPAN INFORMATION: , .Top Slab: Trans Reinf Beam Size (Optimum) = W12X14 Fy = 36.0 ksi Total Beam Length (ft) = 10.00 Top Flange Braced By Decking LOADS: Self Weight = 0.014 k /ft Line Loads (k /f t): Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0.00 10.00 0.364 0.364 0.000 0.000 0.000 0.000 2.67 7.33 0.000 0.000 0.000 0.000 2.700 2.700 SHEAR: Max V (kips) = 8.18 fv (ksi) = 3.43 Fv = 14.40 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip -ft , ft ft fb Fb fb Fb Center Max + i28:9. '5.0 0.0 1.00 23.24 24.00 23.24 24.00 Controlling 28.9 5.0 0.0 1.00 23.24 24.00 REACTIONS (kips): Left Right DL reaction 1.89 1.89 Max + LL reaction 6.29 6.29 Max + total reaction 8.18 8.18 DEFLECTIONS: Dead load (in) at 5.00 ft = -0.033 L/D = 3624 Live load (in) at 5.00 ft = -0.159 L/D = 753 Total load (in) at 5.00 ft = -0.192 L/D = 623 ■ tJi&:' +1.ii' 's:s:ulit.vwy.: Balanced Concrete Beam Design Compute area of steel req'd to resist factored moment, Mu Job: KFC / Taco Bell 2002326 Date: 18- Aug -03 001 Detention Vault Lid Transverse reinforcing required to support Tuk FD outrigger loading Data: fy = d= f'c = b= 60 7.5 4 12 ksi in ksi in Variables: a= b= c= 0.74 -7.50 5.78 Mu = 346.8 k -in 28.90 k -ft As [design] = As [min] = As [4/31= 0.93 0.30 1.24 in 2 in 2 in 2 Cross sectional areas of bars, in2 #3 0.11 #7 0.60 #4 0.20 #8 0.79 #5 0.31 #9 1.00 #6 0.44 #10 1.27 Comments: - #8 @ 10" oc bot trans bars required x 10=0" for 10" thick lid .. :aw.�...iaa.ur'+.wLL'w•ipi.S+riY "d. �LW.L.1dY RAMSBEAM V2.0 - Gravity Beam Design Licensed to: Olympic Associates Company Job:Taco.Bell Detention Vault'. Steel Code: AISC 9th Ed. SPAN INFORMATION: Top Slab: Long Reinf Beam Size (Optimum) = W8X10 Fy = 36.0 ksi Total Beam Length (ft) = 6.00 Top Flange Braced By Decking LOADS: Self Weight = 0.010 k /ft Line Loads (k /f t): Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0.00 6.00 0.364 0.364 0.000 0.000 0.000 0.000 0.00 6.00 0.000 0.000 0.000 0.000 2.700 2.700 SHEAR: Max V (kips) = 9.22 fv (ksi) = 6.88 Fv = 14.40 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip -ft ft ft fb Fb fb Fb Center Max + %13.8;.; 3.0 0.0 1.00 21.25 24.00 21.25 24.00 Controlling 13.8 3.0 0.0 1.00 21.25 24.00 REACTIONS (kips): Left Right DL reaction 1.12 1.12 Max + LL reaction 8.10 8.10 Max + total reaction 9.22 9.22 DEFLECTIONS: Dead load (in) at 3.00 ft = -0.012 L/D = 5896 Live load (in) at 3.00 ft = -0.088 L/D = 817 Total load (in) at 3.00 ft = -0.100 L/D = 717 Balanced Concrete Beam Design Compute area of steel req'd to resist factored moment, Mu Job: KFC / Taco Bell 2002326 Date: 18- Aug -03 J10 "1 Detention Vault Lid Longitudinal reinforcing required to support Tuk FD outrigger loading Data: fY= d= f'c = b= 60 6.63 4 12 ksi in ksi in Variables: a= b= c= 0.74 -6.63 2.76 Mu = 165.6 k -in 13.80 k -ft As [design] = As [min] = As [4/3] = 0.49 0.27 0.65 in 2 in 2 in 2 Cross sectional areas of bars, in2 #3 0.11 #7 0.60 #4 0.20 #8 0.79 #5 0.31 #9 1.00 #6 0.44 #10 1.27 Comments: - #6 @ 12" oc bot trans bars required continuous 24 i A10 OLYMPIC ASSOCIATES COMPANY 701 Dexter Avenue North #301 Seattle, Washington 98109 Tel: (206) 285.4300 / Fox: (206) 285.4371 Email: alympic®olympicassociates.cam www.olympicassociates.com CLIENT: PROJECT: DATE: SUBJECT: 0 / /VAC PP L./J- / d.-e< vV —j% C�-V — Z C4t.4-ezk r "ru Av V Z¢" 4-)C If) ao')'` 6 6 /' �'! '" \//e: t C 4 db 60 ) ¢G r 101 Dexter Avenue North #301 Seattle, Washington 98109 ♦ Tel: (206) 285.4300 / Fax: (206) 285-4371 E-mail: olympic ®olympicassociates.com www.olympicossociates.com O L Y M P I C ASSOCIATES COMPANY CLIENT: PROJECT: DATE: SUBJECT: f5 / /S /o� - 7 — i D D rrL - 777--v? (4. 71( ¢) 7 t .4- tes A 17 �� -mart• 1 _C- 1411 '-' 41.5 k .I: r 701 Dexter Avenue North 1301 II Seattle, Washington 98109 ♦ Tel: (206) 2854300 / Fax: (206) 285-437) E -mail: olympic®olympicassociotes.com www.olympicossociates.com O L Y M P I C ASSOCIATES COMPANY CLIENT: PROJECT: DATE: SUBJECT: "T PP P C4"4 ern- ---1777'v c'% otfr C - v e- 24 RAMSBEAM V2.0 - Gravity Beam Design Licensed to: Olympic Associates Company Lob: Det Vault Bm 1 SPAN INFORMATION: Supports add'l load from grate Beam Size (Optimum) = W12X19 Fy = 36.0 ksi Total Beam Length (f,t) = 10.00 Top Flange Braced By Decking LOADS: Self Weight = 0.019 k /ft Line Loads (k /ft): 'Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 0.00 10.00 0.364 0.364 0.000 0.000 2,67 7.34 0.000 0.000 0.000 0.000 SHEAR: Max V (kips) = 11.50 MOMENTS: Span Cond Moment kip -ft ft Center Max + f 41.5 `';`" 5.0 Controlling 41.5 5.0 REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) Live load (in) Total load (in) at at at 5.00 ft = 5.00 ft = 5.00 ft = Left 1.91 9.56 11.48 -0.023 -0.165 -0.188 Steel Code: AISC 9th Ed. LL1 0.000 4.100 fv (ksi) = 4.02 Fv = 14.40 Lb Cb Tension Flange ft fb Fb 0.0 1.00 23.37 24.00 0.0 1.00 23.37 24.00 Right 1.91 9.58 11.50 L/D = L/D = L/D = 5250 726 638 LL2 0.000 4.100 Comp Flange fb Fb 23.37 24.00 Balanced Concrete Beam Design Compute area of steel req'd to resist factored moment, Mu Job: KFC / Taco Bell 2002326 Date: 19- Aug -03 Detention Vault Lid Bm 1 Data: fy = d= f'c = b= 60 7.5 12 ksi in ksi in Variables: a= b= c= 0.74 -7.50 8.30 Mu = 498 k -in 41.50 k -ft As [design] = As [min] = As [4/3] = 1.40 0.30 1.87 in 2 in 2 in 2 Cross sectional areas of bars, in2 #3 0.11 #7 0.60 #4 0.20 #8 0.79 #5 0.31 #9 1.00 #6 0.44 #10 1.27 Comments: - (2) #8 in B1 additonal reinforcing will satisfy loading; therefor, do #8 @ 8" oc for width of 4 -0" 2 71 : ,. r , sip! t4irY.::a4r„EFw ".`.'a,'f:3> RAMSBEAM V2.0 - Gravity Beam Design Licensed to: Olympic Associates Company tJob :..: Det Vault Bm 3 SPAN INFORMATION: Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 10.00 Top Flange Braced By Decking LOADS: Self Weight = 0.022 k /ft Point Loads (kips): Dist DL Pre DL LL 8.00 0.00 0.00 15.30 Line Loads (k /ft): Disti Dist2 DL1 DL2 Pre DL1 Pre DL2 0.00 10.00 0.364 0.364 0.000 0.000 3.33 8.00 0.000 0.000 0.000 0.000 SHEAR: Max V (kips) = 21.31 MOMENTS: Span Cond Moment kip -ft ft Center Max + { ;46.. . 3;;, 6.3 Controlling 46.3 6.3 REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) Live load (in) Total load (in) at at at 5.00 ft = 5.30 ft = 5.30 ft = Steel Code: RISC 9th Ed. Fy = 36.0 ksi Flange Bracing Top Bottom Yes No LL1 0.000 2.700 fv (ksi) = 6.74 Fv = 14.40 Lb Cb Tension Flange ft fb Fb 0.0 1.00 19.16 24.00 0.0 1.00 19.16 24.00 Left 1.93 8.53 10.46 -0.015 - 0.124 -0.139 Right 1.93 19.38 21.31 L/D = L/D = L/D = 7972 965 861 LL2 0.000 2.700 Comp Flange fb Fb 19.16 24.00 Balanced Concrete Beam Design Compute area of steel req'd to resist factored moment, Mu Job: KFC / Taco Bell 2002326 Date: 19- Aug -03 Detention Vault Lid Bm 3 Data: fy = d= f'c = b= 60 7.5 12 ksi in ksi in Mu = 555.6 k -in = 46.30 k -ft Variables: a= b= c= 0.74 -7.50 9.26 As [design] = 1.60 in 2 As [min] = 0.30 in 2 As [4/3] = 2.13 in 2 Cross sectional areas of bars, in2 #3 0.11 #7 0.60 #4 0.20 #8 0.79 #5 0.31 #9 1.00 #6 0.44 #10 1.27 Comments: - (2) #8 works for this loading; therefor do add'! (2) # 8 bot trans reinf for Bm 3 nt - - v .,.... « r S Dexter Avenue North 1301 CLIENT: Seattle, e, Wa shihingto gtan 98109 ' Tel: (206) 285.4300 / Fax: (206) 285.4311 PROJECT: ♦ E mail: olympicm:ciateslymp ciates.com www. olypicossac . DATE: /� SUIJECT: "f O L Y M P I C ASSOCIATES COMPANY T— —P (, lit, 04✓(A? Oj-ri e-vl „ ei? r - 415 • I(2 Z 4 /2. Li 4e2 12_, 6- p I I ooh.; i '7 5 56 I C.. Si •<-c.. /4 'MS' V 6 10 3 t Ai rixti.: Lw. ai". ybi�z< v` W�e`<< iSa. �s<.: N.: v'?.` iz!' ia3° Huu,, Niue c:xati'sy:.an:iu«tvtra.C•aa.s'- A... :` z'+z 101 Dexter Avenue North #301 Seattle, Washington 98109 Tel: (206) 285.4300 / Fox: (206) 285.4311 ♦ E•mail: alympic®olympicassociotes.com www.olympicassociates.cam OLYMPIC ASSOCIATES COMPANY CLIENT: PROJECT: DATE: SUBJECT: -row rp z • z W QQ • � J U U O N O J F— W O 2 J Li. a = • d w z = I- O zI- w U� O D. O I— W H 1- — U. O W Z U= O F- z PAMSBEAM V2.0 - Gravity Beam Design Licensed to: Olympic Associates Company ,lob: Detention Vault Walls 127 x / . 7 ' 10 hl,,4,&‘ /-27 41 ! 4 # • r / 4 Steel Code: AISC 9th Ed. SPAN INFORMATION: Fully Sat Soil + Outrigger Load, Beam Size (Optimum) = W8X10 Fy = 36.0 ksi Total Beam Length (ft) = 10.00 Top Flange Braced By Decking LOADS: Self Weight = 0.010 k /ft Line Loads (k /ft): Disti Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0.00 10.00 0.270 1.170 0.000 0.000 0.000 0.000 0.00 5.00 1.800 0.000 0.000 0.000 0.000 0.000 SHEAR: Max V (kips) = 6.65 fv (ksi) = 4.96 Fv = 14.40 MOMENTS: Span Cond Moment © Lb Cb Tension Flange Comp Flange kip -ft ft ft fb Fb fb Fb Center Max + ;13 ? 4.5 0.0 1.00 19.92 24.00 19.92 24.00 Controlling 13.0 4.5 0.0 1.00 19.92 24.00 REACTIONS (kips): Left Right DL reaction 6.65 5.15 Max + total reaction 6.65 5.15 DEFLECTIONS: Dead load (in) at 4.90 ft = -0.266 L/D = 452 Live load (in) at 4.90 ft = 0.000 Total load (in) at 4.90 ft = -0.266 L/D = 452 22.1 `(- Q'1�' g/a.a- �6 Balanced Concrete Beam Design Compute area of steel req'd to resist factored moment, Mu Job: KFC / Taco Bell 2002326 Date: 19- Aug -03 10" Det Vault Walls: Fully Sat Backfill + Outriact Loading Data: fy = d= f'c = b= 60 7.5 12 ksi in ksi in Mu = 265.2 k -in = 22.10 k -ft Variables: a= b= c= As [design] = As [min] = As [4/3] = 0.74 -7.50 4.42 0.70 0.30 0.93 in 2 in 2 in 2 Cross sectional areas of bars, in2 #3 0.11 #7 0.60 #4 0.20 #8 0.79 #5 0.31 #9 1.00 #6 0.44 #10 1.27 Comments: - pequire #8 @ 12" oc vert inside face conc wall 2 11 , Z,C4 , 44 k s.b= aFS 'Yi • r Seattle, Washington 98109 10) Dexter Avenue North #301 ♦ Tel: (206) 285.4300 / Fax: (206) 285.4371 E -mail: olympic @olympicossociates.com www.olympicassociates.com O L Y M P I C ASSOCIATES COMPANY CLIENT: PROJECT: DATE: SUIJECT: T �q( P77 v (/-yt'i //. t a`')e �(� �.�Ov r-C.� s L -�-' ^/ / r r a v L 'a - 14k /z 1 � k / ( v . ( 4 ) /. 6 X / . r 7 2 •2- .'7 t ,4y ■ Gr1 VlwyS. / S d ' t, 1 fi x. (v s 47- 4' ►-� ° c- s / i h 6. 5 (,•5" 6 44. /6•5 # '7.3& S' z JAY ~ Q G - V2--7 Balanced Concrete Beam Design Compute area of steel req'd to resist factored moment, Mu Job: KFC / Taco Bell 2002326 Date: 19- Aug -03 10" Det Vault Walls: Span 5' horizontally © 5x10 opening Data: fy = d= f'c = b= 60 6.63 4 12 ksi in ksi in Variables: a= b= c= 0.74 -6.63 1.24 Mu = 74A k -in 6.20 k -ft As [design] = As [min] = As [4/3] = 0.21 0.27 0.28 in 2 in 2 in 2 Cross sectional areas of bars, in2 #3 0.11 #7 0.60 #4 0.20 #8 0.79 #5 0.31 #9 1.00 #6 0.44 #10 1.27 Comments: - #5 @ 18" oc horizontally inside face conc wall works here Balanced Concrete Beam Design Compute area of steel req'd to resist factored moment, Mu Job: • KFC / Taco Bell 2002326 Date: 19- Aug -03 10" Det Vault Walls: Span 10' horizontally © 5x10 opening Data: fY = d= f'c = b= 60 6.63 12 ksi in ksi in Variables: a= b= c= 0.74 -6.63 5.00 Mu = 300 k -in 25.00 k -ft As [design] = 0.92. in 2 As [min] = 0.27 in 2 As [4/3] = 1.23 in 2 Cross sectional areas of bars, in2 #3 0.11 #7 0.60 #4 0.20 #8 0.79 #5 0.31 #9 1.00 #6 0.44 #10 1.27 Comments: - Require #8 @ 10" oc horizontally inside face conc wall 4 d �'�ti'P iit'Itli(ev.4sliiS r 701 Dexter Avenue North #301 Seattle, Washington 98109 ♦ Tel: (206) 285.4300 / Fox: (206) 285.4371 E-mail: alympic@olympicossociotes.com www.olympicassociates.com O L Y M P I C i/11111 ASSOCIATES COMPANY CLIENT: PROJECT: DATE: SUIJECT: a 44 kiAA.4- CC-0A / o l 44- / 6.7 t ` sw v V i rf /3.5 C 7 a -7-7- c1_,, ri v /6 ' kr r"L /3 . 5 0. g5( 41)Cg4 0 . 6-s(40-4(4_,6)co. ,L/t-to- ci 2 6 o'to v✓�C.�` r Golder Associates Inc. 18300 NE Union Hill Road, Suite 200 Redmond, WA USA 98052 -3333 Telephone (425) 883 -0777 Fax (425) 882 -5498 www.golder.com i.; !CG81'L29321 lt�� L <% `�yj NAL Y - • [EXPIRES 7 g/ / 'j ; ichard D. Luark, P.E., P.E.G. Associate Distribution: 1 Copies - Olympic Associates Inc. 1 Copies - Golder Associates Inc. March 3, 2003 REPORT ON SUBSURFACE INVESTIGATION AND GEOTECHNICAL ENGINEERING REPORT KFC / TACO BELL RESTAURANT 15036 TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON Submitted to: Olympic Associates Company, b:c. 701 Dexter Avenue North Suite 301 Seattle, Washington 98109 Submitted by: Golder Associates Inc. 18300 NE Union Hill Road Suite 200 Redmond, Washington 98052 Staff Engineer 206 Golder Associates SEP222003 REID MIDDLETON AUG 2 7 200 PERM /T cen�rF;� r 12144L(217-e11711 � Michael Mengelt , Clr`rc A r•nnce , A rnV• A A niA Ai ...Tr, A• •.....,, .•'..• ••.. •• lb A s I III APP i 023 -1 040303mmI 111 11111 April 3, 2003 O40303mm11 Golder Associates -i- 023- 1320.000 TABLE OF CONTENTS 1.0 INTRODUCTION 1 1.1 Purpose and Scope of Services 1 1.2 Project and Site Description 1 2.0 GEOTECHNICAL INVESTIGATION 3 3.0 SUBSURFACE CONDITIONS 5 3.1 General 5 3.2 Geologic Setting 5 3.3 Subsurface Stratigraphy and Geologic Interpretation 5 3.4 Groundwater 6 4.0 DESIGN RECOMMENDATIONS 7 4.1 General 7 4.2 Seismic Design Criteria 7 4.2.1 Ground Motion Parameters 7 4.2.2 Liquefaction Potential 7 4.3 Foundations 8 4.3.1 Shallow Foundations 8 4.3.2 Spread Footing Dimensions 8 4.3.3 Lateral Load Resistance 9 4.4 Slab Subgrade 9 4.5 Foundation Drainage 9 4.6 Backfilled Walls 10 4.7 Retaining Walls 10 4.8 Pavement Design Criteria 11 5.0 CONSTRUCTION CONSIDERATIONS 12 5.1 General 12 5.2 Subgrade Preparation, Footing Preparation, and Geopiers 12 5.3 Earthworks 12 5.3.1 General 12 5.3.2 Structural Fill Placement and Compaction 12 5.3.2.1 Backfill Compaction Requirements 12 5.3.2.2 Fill Placement 13 5.3.2.3 Use of Excavated Soils 13 5.3.2.4 Imported Fill Materials 14 5.3.2.5 Capillary Break 14 5.3.3 Excavation 14 5.3.3.1 Temporary Slopes 14 5.3.3.2 Temporary Shoring Recommendations 15 5.3.3.3 Permanent Slopes 15 5.3.4 Geotechnical Construction Monitoring 15 April 3, 2003 -ii- 023 - 1320.000 6.0 USE OF THIS REPORT 16 Table 1 • Table 2 Table 3 Appendix A Borehole Logs ao303mm1 I LIST OF TABLES Summary of Geotechnical Boring Locations Capillary Break Gradation Recommendations Recommended Drain Rock Gradation Figure 1 Site Exploration Plan LIST OF FIGURES LIST OF APPENDICES Golder Associates April 3, 2003 -1- 023 - 1320.000 1.0 INTRODUCTION 1.1 Purpose and Scope of Services Olympic Associates Company, Inc. retained Golder Associates Inc. (Golder) to provide geotechnical consulting services for the proposed KFC Taco Bell restaurant to be located at 15036 Tukwila International Boulevard in Tukwila, Washington. The purpose of the activities described in this report was to provide subsurface exploration and geotechnical recommendations for site development. Golder's geotechnical work activities consisted of provision of a field engineer during geotechnical drilling, engineering analyses, and preparation of a geotechnical report performed in accordance with our proposal, dated November 19, 2002 (P02- 1565). This report presents the results of the field investigation and provides geotechnical design criteria for the project. 1.2 Project and Site Description The proposed KFC Taco Bell building will be a single -story building located at 15036 Tukwila International Boulevard in Tukwila, Washington. Based on the proposed development site plan provided to us, the new structure will occupy a space of approximately 3,800 square feet, and will front along Tukwila International Boulevard. The property is roughly rectangular, and measures approximately 270 feet East to West by 160 feet North to South. The remainder of the property will be occupied by a parking lot, with two accesses to Tukwila International Boulevard on the west and an access to South 152 " Street near the southeast corner of the site. A former Burger King restaurant currently occupies the site. The existing building is located in the northwest corner, and the proposed restaurant structure will be located along the western side of the property. The northern half of the new building envelope will overlap the southern half of the existing building envelope. The site is bordered on the north by a Wendy's restaurant. The parking lot for Wendy's is 3 to 4 feet higher than the project site. The border area is planted with grass, shrubs and small trees (less than 15 feet tall) at the west end and shrubs and medium trees (between 15 and 25 feet tall) at the east end. The site is bordered on the east by a mobile home park. The project site is approximately 6 feet higher than the adjacent mobile home park. The grade change is through a 2H:1 V to 1.5H:1 V slope on the east side of a chain link fence along the property line. There are large trees (greater than 25 feet tall) on the east side of the fence, whose branches extend 10 to 15 feet onto the project site. The site is bordered on the south by a vacant lot (east of the access road to the project site) and a Chevron station/used car dealership (west of the access road). There is little to no grade change between the project site and these adjacent properties. The project site is separated from the adjacent properties by a chain link fence that extends from the southeast corner approximately 60% of the length of the south border. The border is lined with small trees on the north side. The site is bordered on the west by State Highway 99 (Tukwila International Boulevard). There are overhead power lines along the west edge of the project site. The project site was previously used for a Burger King restaurant. The building and facilities are still standing; the building is located in the northwest portion of the site. Most of the site (the parking area) is paved with asphalt, while the north side (the drive -thru and the trash area) is paved with concrete. Concrete sidewalks surround the building on the east, south, and west sides. The site is O40303mm11 Golder Associates L�( :!.� �5ep.i'V t7'91+'nx!u'ti�'�rY.vN' �vst;rgitfz� rw>r,.r A April 3, 2003 -2- landscaped with shrubs and grass between the west side of the building and Highway 99. There are landscaping "islands" in the parking lot that also contain shrubs. We anticipate that existing electrical utilities run throughout the site to supply existing parking lot and exterior lighting. Several storm drains are located in the parking area. Utility meters and hookups are located at the northeast corner of the building; we noted utilities for power and for natural gas. There is some evidence of settlement beneath and around the existing Burger King building. A hairline crack was observed near the east end of the north wall of the building. The crack extended from the ground surface to a height of 3 to 4 feet, passing through both brick and mortar. Two large cracks were observed in the wall of a planter at the southwest corner of the building. One crack is on the west face of the wall and the other is on the south face of the wall. The southwest corner of the planter wall sits approximately 1 inch higher than the ends of the wall on the west and south sides of the building. The cracks are about 3 /4 inch wide at the ground surface and taper with increased elevation. They extend almost the entire height of the wall. The cracks had been filled with cement or epoxy in an effort to repair them. There was no evidence of differential settlement of the southwest corner of the building associated with the cracks in the planter wall. 040303mmI I Golder Associates 023 - 1320.000 ;1: :, ; . ;. ,. I. , �,'fi;; 'Boring Approximate Location' • Depth feet BGS GA -1 4 ft W, 8.5 ft S of SE Corner Existing Building 20 GA -2 16 ft W, 2 ft S of NW Corner of Existing Building 19 April 3, 2003 2.0 GEOTECHNICAL INVESTIGATION A field investigation was conducted at the site on February 13, 2003. The investigation consisted of drilling two geotechnical borings near or within the proposed building footprint. The approximate boring locations are shown on Figure 1 and summarized on Table 1. 040303 =III TABLE 1 Summary of Geotechnical Boring Locations 'Location of borings determined visually and by hand measurements. The soil conditions were examined and logged by an engineer from our firm. Pertinent information was recorded, including depths, stratigraphy, soil engineering characteristics, and groundwater occurrence. Eight disturbed samples were obtained from the borings. The soil samples were classified in accordance with Golder Technical Procedure TP -1.2 -6 "Field Identification of Soil ", which is summarized on the Soil Description Index in Appendix A. All samples were placed in plastic jars and returned to our Redmond, Washington laboratory for further classification and testing, as needed. -3- 023- 1320.000 The borings were drilled with a truck - mounted Formost Mobile 13-59 drill rig to depths of 20 and 19 feet below the existing ground surface using a 4- inch - inside - diameter hollow stem auger. Holt Drilling provided the drill rig and crew under subcontract to Golder. Drilling and sampling of soils were performed in accordance with Golder Technical Procedure TP -1.2 -5 "Drilling, Sampling, and Logging of Soils ". Standard Penetration Tests (SPT) were performed at 5 -foot intervals using a standard two -inch diameter split spoon sampler driven by a 140 -pound hammer falling a distance of 30 inches, in accordance with ASTM D -1586. The number of hammer blows required for each 6 inches of penetration was recorded. The Standard Penetration Resistance (N) of the soil is calculated as the sum of the number of blows required for the final 12 inches of sampler penetration. The "N" value is an indication of the relative density of cohesionless soils and the consistency of cohesive soils. If a total of 50 blows are recorded within a single 6 -inch interval, the test is terminated and the blow count recorded as 50 blows for the number of inches of penetration. Field judgment is required when assigning density descriptions to soils containing a high percentage of coarse gravel, cobbles, and boulders: The driving resistance is often altered by the coarse - grained fraction, artificially elevating the blow counts and indicating denser soils than the actual in -situ conditions. At the completion of drilling of each boring, the borehole was backfilled with bentonite chips. Golder Associates taidg'a 444 ,^o � N1$44A*000.ArtkA April 3, 2003 The summary borehole logs of GA -1 and GA -2 are presented in Appendix A. The stratification depths indicated on the summary log represent the approximate boundaries between soil types. The soil and groundwater conditions were those recorded for the locations and dates indicated and may not necessarily represent those of other times and locations. 040.103mmI I Golder Associates -4- 023- 1320.000 April 3, 2003 -5- 023- 1320.000 3.0 SUBSURFACE CONDITIONS 3.1 General The soil logs from borings GA -1 and GA -2 are presented in Appendix A. The logs contain pertinent information including resistance to driving of the sampler; measured locations of the groundwater table; and soil type and description. The information indicated on the logs represents the approximate behavior with depth. It should be noted that information is accurate only at the location of testing and may vary between locations. 3.2 Geologic Setting The recent geologic history of the Puget Sound Lowland Region has been dominated by several glacial episodes. The most recent, the Vashon Stade of the Fraser Glaciation, is responsible for most of the present day geologic and topographic conditions. The Puget lobe of the Cordilleran Ice Sheet deposited a heterogeneous assemblage of proglacial lacustrine deposits, advance outwash, lodgment till, and recessional outwash upon either bedrock or older Pre - Vashon sediments and bedrock. These deposits, and the weathered soils derived from them, make up nearly all of the near - surface soils on the slopes and higher elevations in the vicinity of the project site. As the glacier retreated northward, it uncovered a sculpted landscape of elongate uplands and intervening valleys. Postglacial deposits include; alluvium deposited within active stream channels, modern lacustrine deposits, organic silt and local peat deposits within kettle depressions, drainages and outwash channels; volcanic mudflow deposits and landslide deposits. Our review of the United States Geological Survey (USGS) Des Moines, Washington 1:24,000 Geologic Quadrangle map indicates that the project site and its immediate vicinity are underlain by Ground Moraine Deposits (denoted Qgt in the published literature). The USGS quadrangle indicates that the ground moraine deposits underlying the project site consist primarily of compact, unoxidized till. In some areas, a discontinuous cover of sand and gravel is also shown. Other units which are associated with the near surface Ground Moraine deposits include Vashon Drift and Recessional Outwash. 3.3 Subsurface Stratigraphy and Geologic Interpretation In general, the site appears to be underlain by compact to very dense, weathered to fresh ablation till overlying dense to very dense basal till. Loose to compact weathered to fresh till 9 to 11 feet thick was found near the surface, mantling the underlying dense to very dense till. In general, the soil units consist of silty sand to sandy silt with variable fine to coarse subrounded gravel content. Near the surface, organic content, consisting of plant debris and rootlets, was observed. A layer of topsoil is present at the surface in the planter areas. The soil units encountered in borings GA -1 and GA -2 are summarized below: 040303mm I I • TOPSOIL: A layer of topsoil was encountered at both boring locations. The thickness of topsoil was approximately 6 inches. It is anticipated that the thickness of topsoil is greater in other landscaped areas, while no topsoil should be encountered beneath the footprint of the existing building or beneath paved areas on the site. • WEATHERED TO FRESH ABLATION TILL: Loose to compact brown, weathered to fresh sandy silt with iron oxide mottling, trace fine gravel, trace organics was Golder Associates z w tr 1U 00 J = w 2 L Q = w z= z0 w U� O - CI F- w W I I O ..z w U= 0 F z April 3, 2003 encountered on both borings beneath the topsoil layer. The thickness of the layer was 8.5 feet in GA -1 and 11.5 feet in GA -2. The material is more weathered near the surface, and evidence of weathering decreased gradually with depth. Because the transition from weathered till to intact till is gradual with depth, it is difficult to denote the exact boundary between weathered till and intact till. Differentiation between weathered and fresh till was made based on presence of iron oxide staining and observed lower density of the upper, weathered section, and contacts noted on the borings logs should be considered approximate. DENSE TO VERY DENSE LODGMENT TILL: Compact to very dense, brown or grayish brown silty fine sand, trace to little fine to coarse gravel was encountered below 9 feet below the ground surface (bgs) in GA -1 and below 12 feet bgs in GA -2. This formation was interpreted to be lodgement till underlying the ablation till near the surface. Based on our review of the published geological literature, we interpret the upper ablation till formation to correspond with the near surface Ground Moraine soils mapped on the 1:24,000 Des Moines, Washington quadrangle mantling lodgement deposits at depth. The weathered to fresh, loose to compact till soils documented in our borings are in general agreement with the density and compositional notes for Ground Moraine soils mapped in the vicinity of the development. The upper, oxidized layers are thought to denote areas of weathering in the Ground Moraine sediments. At roughly 10 to 12 feet BGS in the borings, brown to grayish brown, dense to very dense soils were documented, corresponding to Vashon Drift sediments commonly noted throughout the Puget Lowland. 3.4 Groundwater During our investigation, wet soil was observed at approximately 12 feet below the ground surface on the project site. Based on our field observations, we interpret this depth to be depth of groundwater. It is important to note that because the water levels were measured during drilling, the actual water table may be slightly different. Also, groundwater conditions can be expected to fluctuate, becoming • elevated during periods of heavy precipitation such as winter and spring. 040303mm1 I Golder Associates -6- 023 - 1320.000 April 3, 2003 4.0 DESIGN RECOMMENDATIONS 4.1 General -7- 023 - 1320.000 This section of the report provides our interpretation of the factual geotechnical data obtained during the current investigation. The recommendations provided are intended for the guidance of the design engineers and are intended for this project only. The data may not be sufficient for construction and where comments are made on construction, they are provided only to highlight aspects of Q construction that could affect the design of the proposed project. Contractors bidding on or F z undertaking the works must make their own interpretation of the subsurface information provided as it affects their proposed construction methods, costs, equipment selection, scheduling, and safety J practices. 0 0 0 W • _ � w w ga-J u_ CO I i .. w z = z0 w • w U O N O H w W L I O ..z w 0 O~' The following recommendations are for preliminary design purposes and after preparation of final designs and plans, the recommendations may require revision. Based on the subsurface conditions encountered in our field exploration program, the site appears suitable for development from a geotechnical standpoint. The main geotechnical issue at the site is foundation and floor slab support due to the presence of loose to compact silty sand to sandy silt soil (weathered till) at shallow depths beneath the site. Due to the thickness of these loose to compact soil strata, we do not consider removal and replacement of the weathered till to be economical as this operation could require cuts and fills on the order of 10 to 12 feet or more. Our foundation design and construction recommendations are detailed in Section 4.3. 4.2 Seismic Design Criteria 4.2.1 Ground Motion Parameters Peak horizontal ground motion is the most studied parameter of earthquake motion, because it is directly obtained from earthquake accelerographs, and because it provides the most direct method of obtaining an estimate of the forces acting on a structure during an earthquake. The project site is located with Seismic Zone 3, as defined by the Uniform Building Code (UBC, 1997). Within this zone, a seismic factor (Z) equal to 0.30 is recommended for calculation of shear and lateral load imparted on the structure during an earthquake. Part of seismic design according to the UBC is the selection of one of several generic soil profiles for seismic analysis. Based on our borings advanced for this study, and our knowledge of the deep soil conditions in the area, the SD generic soil profile is recommended: This site is underlain by an average soil profile in the upper 100 feet that is considered stiff. 4.2.2 Liquefaction Potential Based on our geotechnical borings, the site is underlain by loose to compact sandy silt to silty sand to a depth of approximately 10 feet. From 10 feet to the bottom of the borings, dense to very dense silty sand to sandy silt with gravel was observed. These soils are interpreted to be weathered to intact till. Wet soil was observed at 12 feet BGS in the borings; we interpret the groundwater table to be at 12 feet BGS. 040303mm1 I Golder Associates hl!A4t#r W & ffl^.w.wn r ^+> N9Y1R '"!@K;rtM3;CK'.F?"NdSp ?J z April 3, 2003 Based on our observations, the soil types at the site, and the depth of groundwater at the site, we consider the site to have a low liquefaction potential in the event of the design earthquake. 4.3 Foundations 4.3.1 Shallow Foundations As discussed previously, the near - surface soils at the site consist of loose to compact, weathered to fresh till deposits, interpreted to be Ground Moraine deposits as mapped by the USGS. The low SPT blowcount and silty nature of these soils will create relatively low allowable bearing capacity levels for shallow footings. However, based on our findings and our experience, it is our opinion that the structure can be founded on shallow strip footings. As such, we recommend that if spread and/or strip footing foundations are selected, the design allowable bearing capacity should not exceed 2,000 psf. In our opinion, the relatively low foundation bearing loads required for a single -story structure of this type will permit construction using shallow foundations without ground improvement or deep foundations, provided that the recommended allowable bearing capacity is not exceeded. 4.3.2 Spread Footing Dimensions The footings can be designed based on the following criteria: • MINIMUM FOOTING SIZE: Isolated Spread Footings: 24 inches Continuous (Strip) Footings: 18 inches • MINIMUM FOOTING BASE DEPTH BELOW ADJACENT EXTERIOR GRADE: DmIN = 18 inches 040303mml 1 This is the minimum required depth for frost penetration. In addition to this specified minimum depth it is important that the footings are placed on competent soils as discussed below. • MAXIMUM ALLOWABLE BEARING PRESSURE Recommended Allowable Bearing Pressure: 2,000 psf These values are appropriate for all dead and live loads. A one -third increase is allowable for transient loading such as wind and seismic loads. • FOOTING SETTLEMENT (Single Footings) Total Settlement: approximately 1 inch Differential Settlement: approximately V2 inch Note that the majority of footing settlement is anticipated to occur during the period of construction. Golder Associates -8- 023- 1320.000 Sieve Size or Diameter in. ) M•, ( ' . • . Percent Passing 1 inch 100 No. 4 0 — 20 No. 200 0 - 3 April 3, 2003 4.3.3 Lateral Load Resistance -9- 023 - 1320.000 The foundation will have to resist lateral load from earth pressure, wind, and seismic loads. For design purposes, these loads can be resisted by: • BASE FRICTION: An ultimate value of 0.4 can be assumed for base friction between the soil and spread footings. • PASSIVE RESISTANCE ON SIDES OF SHALLOW FOOTINGS: For design purposes, Golder recommends that the allowable passive pressure be based on an equivalent fluid density of 300 pcf on the sides of the foundation elements above the water table. 4.4 Slab Subgrade Conventional slab -on -grade floors can be supported on a subgrade of the native bearing soils as noted in the Foundation Recommendations (Section 4.1), or on structural fill placed and compacted as noted in Section 5. Slab -on -grade floors should not be founded on organic soils, loose soil or uncompacted fill. The slabs should be underlain by a capillary break material, consisting of at least 4 inches of clean, free draining sand and gravel or crushed rock meeting the following specifications: TABLE 2 Capillary Break Gradation Recommendations A vapor barrier consisting of reinforced heavy plastic sheeting (6 mil or thicker) can be included between the slab and the capillary break. If desired, an additional two -inch thick layer of sand may be placed on the vapor barrier to aid concrete curing. 4.5 Foundation Drainage We recommend that foundation and slab -on -grade drainage systems be provided for the structure to allow any seepage water which may develop to drain from beneath the foundations and slabs. These may include perimeter footing drains or foundation wall treatments for any below grade portions of the structure. A perimeter footing drain is recommended for all backfilled walls adjacent to any slab - on- grade. The drainage should consist of a perforated drain pipe placed at the bottom of the footing, enveloped in drain rock and covered with filter fabric. Drain rock should consist of clean, free - draining sand and gravel having the gradation specified in Table 3. The drain should be tightlined to the storm system or other suitable discharge point. 040303mm1 I Golder Associates : , ~ Sieve Size Cr Percent Passing 1 -1/2 100 3/8" 10 -40 No.4 0 -5 No. 200 0 - 2 April 3, 2003 Roof drainage should be collected and conveyed in a tightlined system separate from the footing drain system. The ground surface adjacent to the buildings should be graded to drain away from the building. 4.6 Backfilled Walls -10- TABLE 3 Recommended Drain Rock Gradation 023 - 1320.000 Adequate drainage should be provided for basement or below -grade walls to minimize lateral earth pressures and to prevent buildup of hydrostatic pressures. The wall backfill should be used in conjunction with footing drains and /or other drainage provisions discussed above to provide full wall drainage. The backfill should be compacted firmly in horizontal lifts with a loose lift thickness not to exceed 12 inches. The moisture content of the backfill at the time of compaction should be approximately equal to the optimum moisture content. The optimum moisture content is the water content at which the soil can achieve the highest degree of compaction, as determined by ASTM D- 1557, the Modified Proctor Density Test. The contactor should avoid over - compaction adjacent to the wall in order to prevent over - elevated earth pressures. Alternatives to the use of free - draining fill behind walls would include continuous geocomposite drain strips placed continuously behind the wall or washed drain rock within 2 feet of the wall for the full height of the wall. Both these alternatives would be used in conjunction with the wall footing drains discussed above. Backfilled basement walls can be designed for an at -rest earth pressure based on an equivalent fluid density of 50 pcf, assuming there is no buildup of hydrostatic pressure. 4.7 Retaining Walls Retaining walls may be used to accommodate grade changes, and general site grading around buildings. A variety of wall types are feasible, including conventional cast concrete walls, mechanically stabilized earth (MSE) walls, and rockeries. Once the grades are known, and a specific wall type has been decided, detailed design recommendations can be developed. Gravity or cantilever retaining walls can be designed using an active earth pressure based on an equivalent fluid density of 35 pcf, assuming there is no buildup of hydrostatic pressure. Bearing capacity, base friction, and passive earth pressure criteria are presented in Section 4.3.2. 040303mm1I Golder Associates April 3, 2003 -11- 023 - 1320.000 For preliminary design purposes, we recommend that rockeries be no higher than 6 feet in native cuts. Block walls under 4 feet in height can generally be constructed without internal soil reinforcement, while higher fill walls (MSE) will require soil reinforcement. All retaining walls should be constructed with a permanent, full -face drainage system. The wall footing drain should consist of a properly sized, perforated drainpipe bedded in clean gravel backfill. The footing drain should convey Z the water under gravity flow to the storm water collection system. Q , z 4.8 Pavement Design Criteria f 2 It must be recognized that pavement design is a compromise between high initial cost coupled with v o low maintenance, and low initial cost coupled with the need for periodic repairs. As a result, the co w owner should take part in the development of an appropriate pavement section. Critical features -J _ which determine the durability of the pavement section include: stability of the subgrade, presence or N u_ absence of moisture, free water, traffic volumes, and the frequency of use, particularly by heavy truck w O traffic. u- Q The majority of the paving requirements will be for interior access to the restaurant. Provided that the N d pavement subgrade is prepared in accordance with the construction recommendations section of this H w report, and traffic loading is anticipated to be light, the following pavement sections are Z (--- recommended for interior access roadways. z O wW Recommended Minimum Pavement Section v D 2 inches AC — Class B p 1— w 6 inches Crushed Base � H L Z Over firm, unyielding subgrade compacted to at least 95% modified Proctor density. LLi N U = O ~ Alternative Pavement Section 2 inches AC — Class B 3 inches ATB Over firm, unyielding subgrade compacted to at least 95% modified Proctor density. If paving is required along the frontage of highway 99, the pavement section should be designed for the anticipated traffic loading. If the moisture content of the native soils does not allow for compaction of the subgrade to be firm and unyielding, the use of admixes such as cement and /or fly ash could be considered to improve the subgrade. Paving materials and minimum sections should conform to the local municipal criteria. 040303mmI I Golder Associates Rv'NXava4�� tai¢ Z April 3, 2003 5.0 CONSTRUCTION CONSIDERATIONS 5.1 General General geotechnical related site construction would consist of removal of the existing structures and asphalt, excavation, subgrade preparation, placement of footings and slabs, placement and compaction of fills, preparation of pavement section subgrades, and placement of footings drains. This section discusses selected elements of these construction issues. 5.2 Subgrade Preparation Based on the borings, the foundation subgrade will consist of loose to compact silty sand to sandy silt with little gravel and trace to little organics. Due to the nature of the soils, the subgrade could become disturbed under the influence of surface water, groundwater, and the Contractor's equipment. The Contractor should implement suitable procedures to protect the subgrade, such as excavating with a track hoe without tracking on native soils, use of a crushed rock or gravel working mat and access roads, soil admixing of the subgrade, or other procedures as necessary to maintain the integrity of the subgrade. Native competent subgrade that becomes softened by the Contractor's operation must be over - excavated and replaced at the Contractor's expense. 5.3 Earthworks 5.3.1 General Although the site work will be mainly excavations, some structural fill will be required for backfill against walls, around and beneath foundations, in paving sections as required, and to establish final site grades. To the extent possible, the major earthwork activities should be completed during the dry times of the year. Although feasible, earthwork compaction during wet weather will significantly increase costs associated with off -site disposal of unsuitable excavated soils, increased control of water, and increased problems with subgrade disturbance and need for soil admixtures, geotextiles, and rock working mats. 5.3.2 Structural Fill Placement and Compaction Structural fill should be used below footings, slabs and pavements. Structural fill should be well - graded sand and gravel that, when placed and compacted, will meet the required compaction specification. Below all footings, and within three feet of grade in pavement areas, the fill should be compacted to the structural fill compaction requirements noted in Section 5.3.2.1, below. Beneath floor slabs and other structural components such as utility service trenches not underlying pavements, non - structural compaction requirements should be met as detailed below. 5.3.2.1 Backfill Compaction Requirements 040303mm1 I -12- 023 - 1320.000 Structural and non - structural backfill should be placed in horizontal lifts with a loose lift thickness not to exceed 12 inches. All fill associated with foundations, pavement structures, and /or trench backfill supporting infrastructure such as pavements should be considered structural fill. Fill associated with landscaping areas may be considered non - structural. Golder Associates .. �w+ vrvnvm .r�n�.esiav+�rbxiNtlVMA4Yt!{ WHiY'f!tL'!v April 3, 2003 Maximum Lift Thickness: 12 inches loose -13- 023 - 1320.000 All fill must be capable of being compacted to the required specifications noted below. Foundation, Pavement Structure Backfill and Pavement Subgrade Soil: Fill beneath roadways shall be compacted to at least 95 percent of the maximum modified Proctor density determined in accordance with ASTM D 1557. All soft and /or wet areas of subgrade should be removed and replaced with suitable materials or treated in place to create a suitable founding surface. The subgrade should be cleared of all organics and /or debris prior to compaction. Utility Trench Backfill: The fill should generally be compacted to at least 90 percent of maximum modified Proctor density determined in accordance with ASTM D 1557. In pavement areas, the fill should be compacted to at least 95 percent of maximum modified Proctor density determined in accordance with ASTM D 1557. All soft and/or wet areas of subgrade comprising the foundation of the new utility should be removed and/or replaced with suitable bounding surface. Non - Structural/Landscape Areas: Non - structural backfill should be compacted to at least 90 percent of maximum modified Proctor density determined in accordance with ASTM D 1557. 5.3.2.2 Fill Placement Fill placement may be done with conventional earthmoving equipment including bulldozers, backhoes and dump trucks. Fill lifts should be spread evenly in loose lifts not exceeding 12 inches per the guidelines of Section 5.3.2.1. Thinner lifts may be required if compaction specifications cannot be achieved. No fill lifts should be placed over previously placed lifts that have not met compaction requirements. Compaction should be achieved using standard compaction equipment such as jumping jack, drum rollers, and hoe - packs. Wheel rolling is generally not an acceptable form of soil compaction, and suitable compaction is not expected using this method. In areas with tight access, compaction may be completed using a vibrating plate or jumping jack compactor; note that if small compaction equipment is used, lifts thinner than 12 inches may be required. Soil compaction should be tested by a qualified field construction monitor using a nuclear density gauge. If density tests indicate that compaction is not being achieved due to moisture content, the contractor should be immediately notified. At a minimum, the fill should be re- tested. If the soil moisture is within a few percent of optimum moisture content, the contractor shall re- compact the fill and, if necessary, moisture condition and recompact. If the soil is significantly over optimum moisture, the fill should be scarified, moisture - conditioned to near optimum moisture content, recompacted and re- tested. Prior to placement of fill from a new source, or placement of a new fill soil type, a Proctor compaction test should be performed to provide field construction guidelines. 5.3.2.3 Use of Excavated Soils Re -use of on -site excavated soils depends on the site conditions and the nature of the soil being excavated. Based on our observations, some of the soils which will be excavated from the site 040303mm1 I Golder Associates q}os FN,zX va April 3, 2003 -14- 023- 1320.000 contain a high silt content. Consequently, these materials are moisture sensitive and cannot be compacted to a firm and unyielding condition when they are a few percent above optimum moisture content. Therefore, these soils cannot be used as structural fill except during dry weather when moisture conditioning is easily accomplished. In general, high -silt excavated soil may be used in non - structural areas, such as beneath planters and other landscaping features. High silt soils should not be used in pavement areas or as foundation subgrades under any circumstances. 5.3.2.4 Imported Fill Materials Imported structural fill materials should consist of well graded sand and gravel fill materials, such as pit run or similar. If off -site structural fill is used during wet weather, it should be freely draining with less than 5 percent fines (that portion of the soil passing the US # 200 sieve). 5.3.2.5 Capillary Break Due to the silty nature of the native soils underlying the site, we recommend that all slab -on -grade construction be underlain by a minimum 4 -inch -thick capillary break layer, consisting of pea gravel or similar freely draining gravel material. The capillary break should be connected to the footing drain system to prevent buildup of pore water pressure. Furthermore, we recommend that a vapor barrier consisting of plastic sheeting be placed beneath the slab. 5.3.3 Excavation We anticipate that small excavations of limited vertical and lateral extent will be necessary for completion of the project. These could include excavation for footings, below grade walls and installation of utilities. Based on our study, the soils should be amenable to excavation using standard earthwork equipment such as bulldozers and trackhoes. It should be noted that no groundwater is anticipated in the upper 10 feet of the soil formations at the site. However, groundwater conditions can vary over time and potential for seepage and limited perched groundwater lenses exists. 5.3.3.1 Temporary Slopes Safe temporary excavations are the responsibility of the Contractor and depend on the actual site conditions at the time of construction. All construction should comply with applicable OSHA and WISHA standards. Cut slopes exposed for any length of time, particularly during wet weather, should be covered with visqueen to prevent erosion and maintain stability. Temporary cut slopes should not be graded steeper than 1 H:1 V. Slopes graded less steeply may be required if instability is noted or an unsafe condition is identified. Limited vertical cuts less than 4 feet high will be allowed if space limitations require them and no instability or unsafe conditions are identified. All vertical cuts shall be backfilled completely at the end of each shift to prevent development of instability. Maintenance of safe excavations is the sole responsibility of the contractor; however, a qualified geotechnical engineer should observe excavation of temporary cut slopes. April 3, 2003 5.3.3.2 Temporary Shoring Recommendations Based on our understanding of the project, we do not anticipate that temporary shoring will be required. However, if space limitations are noted during construction, or if vertical cuts of greater than four feet are required, temporary shoring should be installed. Such temporary shoring could Z consist of trench boxes or similar. Fw Shoring should be designed for a minimum construction surcharge of 400 psf and checked with 6 = respect to the traffic loadings from construction equipment. Golder's recommended parameters for vO v design of temporary shoring works are shown below: N 0 w 111 Active Earth Pressure Coefficient (K = 0.35 -J H 0 w K Passive Earth Pressure Coefficient ( l = 3.0 w O P) 2 5.3.3.3 Permanent Slopes a. j c d Based on our understanding of the project and our visual reconnaissance, we do not anticipate that _ permanent slopes will exist, owing to the flat nature of the site. If, however, long -term slopes are ?'— planned for the site, slopes should be no steeper than 2H:1V (50 percent grade) or flatter, assuming z O proper compaction, drainage and erosion control measures are in place. In general, 3H:1V (33 percent grade) slopes are preferable from a maintenance and landscaping standpoint. v p O N 5.3.4 Geotechnical Construction Monitoring 01— w w We recommend that a qualified geotechnical engineering firm be on site full -time during critical 1-- H aspects of the project. This would include installation of deep foundation/ground improvement, L I O Z footings and slab subgrade preparation, and placement of structural fill. v co H= 0 I oa303mml I Golder Associates -15- 023 - 1320.000 Z April 3, 2003 -16- 023- 1320.000 6.0 USE OF THIS REPORT This report is for the exclusive use of Olympic Associates, and their clients and contractors for specific application to the Tukwila KFC/Taco Bell development discussed herein. The exploration program was performed in general accordance with locally accepted geotechnical engineering practice to provide information for the area explored. There are possible variations between the exploration sites and in the groundwater conditions with time. We recommend that you include a contingency in the budget and project schedule for unanticipated conditions. It has been a pleasure working with you on this project. Please contact us if you have additional questions, or if we can be of additional assitance on this or other projects. wo3oamm I I Golder Associates NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. ! I I I I ! ! I I K AP ROJ ECT S1200210231320100010231320000 F 01.0 W G 30 O GA -1 60 FEET FOOTPRINT OF EXISTING BUILDING FOOTPRINT OF PROPOSED BUILDING i 1 FIGURE 1 SITE EXPLORATION PLAN OLYMPIC ASSOCIATES /KFC & TACO BELL RESTAURANT/WA Golder Associates z '~ W , e 2 Jo O 0 co o co MI J N LL w u Q � J I I- IA Z = z1- WW o 0- a1- w LL o ..z W = 01- z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. RECORD OF BOREHOLE GA -1 SHEET 1 of 1 PROJECT: OAC/KFC Taco Berl/Tukwila DRILLING METHOD: Hollow -stem auger DATUM: ELEVATION: PROJECT NUMBER: 023.1320 DRILLING DATE: 2/13/2003 AZIMUTH: N/A INCLINATION: .90 LOCATION: 4' W, 8.5' S of SE cnr ex bldg DRILL RIG: B -59 COORDINATES not surveyed .. a. o .. n i SOIL PROFILE SAMPLES PENETRATION RESISTANCE BLOWS / ft • to 20 3o 9 NOTES WATER LEVELS GRAPHIC z ¢ m DESCRIPTION in , U _ 0 o- 0 ELEV. o: w m 3: Z w a• BLOWS pe r 6 in UOlbhammer 30 inch drop N U WATER CONTENT (PERCENT) DEPTH (It) W. ! O I W, —0 - - - - —5 - •- 10 r - 15 — 20 — 25 — 30 ; i 9 C 9 _ 35 L 9,- i i ) J c W - 40 e F b t _ 0.0. 11 J1St 0.5.9.0 Loose to compact, unstrahfied, brown and gray sandy SILT, trace fine gravel, trace organics, moist. Iron oxide milled throughout. Faceting and rocketing of gravel noted. (ABLATION TILL) SM % r 0 • • unings L��r1 Cuttings r vr.•� r j•1 '" '" chips _ - - _ ' ' I - — •_ _ _ / ML O S 1 SS 2-2-4 6 0_B 1.5 2 SS 9-11-17 28 5 9.0.20.0 Dense to very dense, unslratdied, brown silty fine SAND. trace to little line to coarse gravel, moist. Gravel Is subrounded and exhibits laceling and rocketing. (LODGMENT TILL) SM • 9.0 . • 3 SS 18-23-35 >50 1.5 4 SS 16.23.23 46 1 —• - 1.5 Bonn completed ompleted at 20.0 It. 20.0 S 1 in to 5 it s DRILLING CONTRACTOR: Holt Drilling o DRILLER: Mike /Joel o LOGGED: VanShaar z. CHECKED: R. Luark � B r Golder DATE: 3/28/03 A " Associates m 0 0 0I E 3 older Associates , isa. r•. iww :rw�i:":rtra.^Mwatrea'Mi4.L7! RECORD OF BOREHOLE GA -2 SHEET 1 of 1 PROJECT: OAC/KFC Taco BeIVTukwila DRILLING METHOD. Hollow -stem auger DATUM ELEVATION. PROJECT NUMBER: 023.1320 DRILLING DATE: 7/13/2003 AZIMUTH N/A INCLINATION. -90 LOCATION: 16' W, 2' S of NW cnr ex bldg DRILL RIG: B -59 COORDINATES: not surveyed = a c Q o V O - SOIL PROFILE SAMPLES PENETRATION RESISTANCE BLOWS I h • ? 20 30 40 NOTES WATER LEVELS GRAPHIC to a i R m DESCRIPTION m N D BLOWS a = O c7 ELEV. w 2 2 w n Per b in 1401b hammer 30 nth drop N a to WATER CONTENT (PERCENT) W OEPTH I w, 1 „ 0 - - ` - - - 10 - - - -15 - - 20 - 25 - 30 , P F i ) - ,L i ) — 35 i- i , 1 , 1 - j - 40 00.0.5 SM %/ .A II • I » r 4S :'4111 Cuttings ��� ' • 1 L� Bentonite chips - - - - _ - - - • - - - - - - - - - _ _DOW- Loose. unstratibed brown sandy SILT. some fine to medium sand, trace fine gravel, moisl. (WEATHERED ABLATION TILL) ML 0.5 1 SS 4.4.5 9 1_ 1.5 w E w i % 3.5 - 12.0 Compact, unslratdied, brown why fine to medium SAND, trace to little fine subrounded gravel, moist. (ABLATION TILL) SM 3.5 2 SS 5.8.17 25 D — 1.5 — 12.0. 19.0 Dense to very dense unstratdied brown to grayish brown silly fine SAND, little to some fine to coarse gravel, moist. Gravel is subrounded and exhibits faceting and socketing. (LODGMENT TILL) SM 12.0 3 SS 14.20.29 49 1 _I 1.5 4 SS .33.50 >50 (_6 1.5 Boring completed at 19.0 h. 19.0 1 In to 5 ft LOGGED: VanShaar DRILLING CONTRACTOR: Holt Drilling CHECKED: R. Luark � Golder i DRILLER: Mike /Joel DATE: 3/28/03 � v Associ21tes _ Golder Associates lt c v 0 0 w E 0 September 22, 2003 Brad Minogue 701 Dexter Avenue N, Suite 301 Seattle, WA 98109 RE: CORRECTION LETTER #1 KFC/Taco Bell — Water Quality Vault — D03 -265 15036 Tukwila International BI Dear Mr. Minogue: This letter is to inform you of corrections that must be addressed before your development permits can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Division and Public Works Department. At this time, the Fire Department and Planning Division have no comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete 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 sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /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 (206)431 -3670. Sincerely, 4 ,Lipti Brenda Holt Permit Coordinator encl c: File No. D03 -265 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431.3665 Reid iddleton October 1, 2003 File No. 26 -03- 005- 020 -01 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal KFC /Taco Bell — Detention Vault (D03 -265) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. We have no comments. Enclosed is one complete set of the structural drawings (bound with the originally submitted civil drawings). We are also forwarding the structural calculations, geotechnical report, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. Kyli Proj K. Yarn tsuka, P.E. ct Mana r Enclosures sj s\2 6se \planrevw \tukwila \03 \t020r 1 doc \bf cc: Brad Minogue, OAC Marshall Pihl, OAC ryce Falkin, P.E. Project Engineer I1) 4 0,41 4 , 70A , 3 FNS Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 September 22, 2003 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 City of Tukwila Department of Community Development Steve Lancaster, Director RE: Structural Review KFC/Taco Bell — Detention Vault - (D03 -265) 15036 Tukwila International BI Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sincerely, 1 Brenda Holt, Permit Coordinator encl xc: Permit File No. D03 - 265 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 NOV- 10 -N 14 :48 FROM - Olympic Associates NO';r10 -0Z.. 14:48 FROM- Olympic Associates Golder Associates Inc. August 25 2003 Attention: Brad Minogue Dear Brad: Inv 1 8300 NE Union Hill Rood, Suite 200 Redmond. WA USA 98052 -3333 Telephone (425) 883-0777 Fax (425) 882-5498 www.golder.com Olympic Associates Company, Inc. 701 Dexter Avenue North, Suite 301 Seattle, Washington, 98109 Response to July 24, 2003 Comment • Allowable foundation bearing: 4,000 psf +206- 285 -4371 +206- 285 -4371 RE: KFC/TACO BELL STORM WATER VAULT GEOTECHNICAL RESPONSE TO CITY COMMENTS The following geotechnical design criteria can be used for the vault design: 7 P.003/003 F - 366 T - 264 P.002/003 F-366 Our Ref.: 023 - 1320.000 At your request, Golder Associates, Inc. (Golder) has prepared this letter in response to the City of Tukwila's comments regarding the storm water vault at the proposed KFC/Taco Bell at 15036 Tukwila International Boulevard, Tukwila, Washington. Our geotechnical report for the project is dated April 3, 2003. Golder has received, via fax, two written comments from the City in regards to the geotechnical engineering recommendations regarding the proposed water quality vault. The initial response was dated July 24 2003 and requested that the geotechnical engineer provide a letter addressing the vault design criteria (comment one). The second response was dated August 29` 2003 and requested that the geotechnical engineer comment on the proposed vault in relation to the existing 2 -foot diameter storm water line which is 8.5 feet from the proposed vault (comment four). • Design maximum water table: 2 feet below the existing ground surface. The vault should be designed to resist uplift pressures if a footing drain is not installed at the base of the vault. • Lateral Design Earth Pressure: 90 pcf equivalent fluid weight below the water table (includes water pressure); 50 pcf equivalent fluid weight above the water table. Both pressures are for at rest conditions, i.e. top of the vault is restrained from movement. • Foundation drainage: It is our understanding that the adjacent storm drain inverts are higher than the base of the proposed vault, therefore a gravity feed footing drain is not feasible. Provided the vault is designed for a water table at 2 -feet below the ground surface, no foundation drainage is required. In addition, the wall backfill does not need to be free draining provided the vault is designed for hydrostatic pressure. 03 -2 ws* NOV- 10 -iri _ 14:48 Olympic Associates Company, Inc. August 25, 2003 Mr. Brad Minogue -2- 033 - 1320.000 Response to August 19, 2003 Comment The distance between the vault and existing storm water line should be sufficient to allow for construction of the vault using temporary cutslopes without compromising the integrity of the existing storm water line. However, as Golder does not know the contractor's means and methods for vault construction (CIP verses precast, time excavation is to remain open, etc.), we recommend that the contractor follow our recommendations in our geotechnical report for temporary slopes (Section 5.3.3.1) and temporary shoring (Section 5.33.2) for construction of the storm water quality vault. Based on the location of the water line relative to the planned vault, it appears that there is adequate space for future maintenance on both systems. If you have any questions or require further information, please contact me. Sincerely, GOLDER ASSOCIATES INC. Michael J. Men Project Engineer M]M/RDL/ngs 0U503mja1 FROM-Olympic Associates Richard D. Luark, P.E. Senior Consultant Golder Associates +206 - 285 -4371 T -264 P.003/003 F -366 �t.u1 o0 )4. 4 r ^T i t MIL O L Y M P I C ASSOCIATES COMPANY DATE: JOB NO: TO: FROM: RE: Separate permit submittal package for water quality detention vault as required by Public Works — we are submitting the following: • Application form with check for $81.41, based on a $5,200 valuation and a check for Public Works fee of $250.00. • Copy of Public Works review comments and response from Geotechnical Engineer. • 2 sets each of geotechnical report and structural calculations. • 4 sets of drawings for detention vault — civil drawings Cl and C3, and structural sheet for cast in place concrete vault For Your Information: For Your Use: For Your Approval: For Your Signature and Return: Original in Mail: Copy to: document3 OLYMPIC ASSOCIATES COMPANY 701 Dexter Ave. N., #301 Seattle, WA 98109 August 27, 2003 2002326 Stephania Spencer Brad Minogue KFC Taco Bell Tukwila 0 0 YES ❑ NO ❑ Via Mail: Hand Delivered: Other Courier: OLY Bv: ❑ Via Fax: ❑ ® FedEx: ❑ 0 Fax #: Total Pages, including this page: TRANSMITTAL Seattle Phone: (206) 285-4300 Fax: (206) 285-4371 E -Mail: bminoguegiolympicassociatcs.com S P IATES COMPANY B ad Minogue, AIA ;�ri�•'f.::y+ .4.,.. ` �4, t ttLo` �t° iar';;' risiw.+ +i;�r.:ieL.�.i,,•,n..<,........ f e,...,. ACTIVITY NUMBER: D03 -265 DATE: 10 -03 -03 PROJECT NAME: KFC /TACO BELL - WATER QUALITY VAULT SITE ADDRESS: 114600gifelikliOPM 1530 -- l (?r' Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter #1 Revision # after /before permit is issued DEPARTMENTS: kft Awc. -1-41--a3 Building Division Public Works / 93 TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: Documents /routing slIp.doc 2 -28 -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP IJ AP I Fire Prevention ❑ Planning Division Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10 -07 -03 Complete 1E Comments: Incomplete Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11 -04 -03 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: PERMIT COORD COPY Not Applicable ❑ 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: D03 -265 DATE: 08 -27 -03 PROJECT NAME: KFC /TACO BELL- DETENTION VAULT SITE ADDRESS: 15036 TUKWILA INTERNATIONAL BL X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after permit Is Issued DEPARTMENTS: �� � Z2-co b io 1iel ® Buil i ivi ion 571 kW ' q -5 -03 Fire Prevention Structural CPS AIL f -moo Planning Division Permit Coordinator Public Works el tabbed 4- 0 9-c DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete [ Incomplete ❑ Comments: DUE DATE: 08 -28 -03 Not Applicable ❑ 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 Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions REVIEWER'S INITIALS: Documents /routing slip.doc 2-28-02 PERMIT COORD COPY 0 DUE DATE: 09 -25 -03 ❑ Not Approved (attach comments) [1;_( Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 9 -24- D3 Departments issued corrections: Bldg Fire ❑ Ping ❑ PW Staff Initials:jG'�t (:•_ r+: :.':•..s!^�.n :lk�:: SWAStet ASX . ...x� :1..34.,..1.:_.. .wtawsa n.r�<wtlm ' '4 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1o' 3 '05 Plan Check/Permit Number: D03 -265 ❑ Response to Incomplete Letter # Response to Correction Letter # I ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: KFC /TACO BELL - WATER QUALITY VAULT Project Address: 15036 Tukwila International B1 Phone Number: ar, 'ZVV 4 I tc;ivi Contact Person: Brad Minogue Summary of Revision: Cerre 5 It vim (4 I edelliattGie" Sheet Number(s): 63 0 G- 1 6.3 "Cloud" or highlight all areas of revision including of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on C IVF • 2ri 1 rER 09/22/03 o.-.,,•,..,,.., R* rw'..:.-,,....,«. .�...N�,�..a..+.m.»•.i^r-.� �t; :.+awetfrwawdacM'lsss, REGISTEREDAS LAW AS CONSTC 'GENERAL IST. .# EXP. "DA CE CC01 TEC *2l0MP ;07/22/2005 'EFFECTIVE !ATE; 07/ MASTER :60N ' UCTION' 5307 4TH: , : `S STE:B184 SEATTLET N CO CO OD I N 0 Q RIGHT -OF -MY TO BE DEDICATED TO CITY OF TUKWILA 1-20r' 10 20 40 STA: 12 +27.21 1 NEW STREET IMPROVEMENTS INCLUDING CURB AND 12' WIDE CONCRETE WALK AND CONCRETE DRIVEWAY APRON TO BE CONSTRUCTED BY CITY OF TUKWILA. SSMH RIM =336.48 IE 18" CONC N =323.17 IE 18" CONC S=323.26 I CB TYPE 1 RIM= 332.88 IE 12" CONC N =330.83 IE 12" COW S =330.83 IE 12" CMP N: = 330.88 10 +00 S. 152ND ST. • C8 TYPE 1 RIM =336.41 IE 12" CONC N =334.31 IE 12" CONC S =334.21 IE 12" CONC NE= 334.31 STA: 13 +91.83 co • 336" oo \2 (. 24" CFJP SDWWH RM= 334.25 TOP 12" CMP RISER =333.20 IE 12" GATE VALVE =331.02 IE 24" SQUASH PIPE E= 331.00 IE 12" CM? SW= 331.00 LOT LW..HT • 3.00 CATOI BASIN TABLE: CB 11. TYPE 1 STMONID GRATE R�33&5O E.'331.11 CB 02, TYPE 1 SEWA lD GwoE E4331.27 CH #3, TYPE 1 SWIM) ORME E .00 CD #4,, 111 1 SWIM MOE 1E443133 CB 115, TOE 1 SUIRDATID MOE 11104311.80 CH #6 TYPE 1 STANDARD OWE E=331.50 GCB P. TYPE sw,LwD GAME EN335+00 CO DIA MALL T'O'PE 2 -4r cs w/ SOLD LOOM LD. R 33S,50 E 2S - 331.* in 33135 CONIf'IICIOR 10 VERIFY LOOM* IND OWN OF OP. F U CONDO INNOPAISEN • RESIOURRIL LOCATED IN A PORTION OF THE NW 1/4 OF SECTION 22, TOWNSHIP 28N, RANGE 4E, WILLAMETTE MERIDIAN, TUKWILA, WASHINGTON POWER POLE W/;'RANSFORMER W k- INAIRE NEW 60'x10' WATER QUALM %NET VAULT SEE DETAIL. SHEET C3. GRADING AND DRAINAGE PLAN --,� °-�- OVERHANG LOT LIGHT 3.00' SP UT EX. ASPHALT TO PROVIDE SMOOTH TRAM W/NEW ASPHALT u z E i 2 AND UTILITY EASEMENT CB TYPE 1 R44.334.46 IE 24" COMP W4331.67 IE 6" CM? E= x `.•32. '8 IE CM? S =332.58 PROPOSED TYPE I CATCH BASSI PROPOSED TYPE I CATCH BASIL PROPCEED SUM DRAM CID/NOW DEW TYPE I CATCH 8AS6! MUM TYPE I GUM BASIN PROPOSED STORY DF L!E DQSTNG STOW CRAlMrGE LIE MOM SVITARY SEWER LIfANHOLF EXISTING SMITARY SEWER LINE WPM IMUIRAMMN MT FIRE Mawr COM WOE PROPOSED SPIN EILVIETIONS OCIP OF 16PFIAt,T OR CONC. IWO PROPOSED stIAFPCE SLOPE °MANG SPOT EMMONS E)191111; COOPOURS PELF COMM nioP05111 mar PRININIEW PROM= 0011:1■3E N ~"% - 33600 • • Li • FENCE ON PROP 1 1 12" MAPLE 12" MAPLE FILE COPY I understand that the Ran Check approvals are 1 subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of con- tractor's copy of approved plans acknowledged. By Da Permit No. ►I /b'.S� (2)24" MAPLE 36' MAPLE (2)24' MAPLE 36" MAPLE r ALL CONCRETE RBING PER TYPE SPECIFIED BY ARCH. DRW(i'S. (TYP.) 36" COTTONWOOD 30" COTTONWOOD 30" COTTONWOOD 6O COTTONWOOD Dail PAM fi" co CUT AND FILL 'VOLUMES APPRaovr►h awnr OF an-306a ro' Aww+ooaruE Mrwn OF Fu••300* YO NOTE DO NOT SCALE FROM DRAwNGs CLL BEFORE YJ DKI I tids IN1-3 30" COTTONWOOD These plans have been re sewed M the Public i 'frolics Deportment he conformance with comfit ' City staaderds. Assemrs is skied is awes std omissions which i9 ass odisslo villa- d it %doped sisoisis s sollsoill sulDINGfait taw, deo OW sab as &skim Mar" Mae 1 stir alb Ali ill SD* ugi MOB saillieddliftiftgie for Pied asimielmiftita 11/ iC'r- r DINT IMP GIs r�lrr► _: - ; --- SURFACE AFIE101 CALCULATIONS TOTAL PARCEL AREAm0.91 ACRES COSTING IMPERVIOUS SURFACE AREAm0.89 KM (Io70.4E SITE PROPOSED & ERVIOUS SU RFAIC AREIka0.75 ACRES (O.2% SITE VICINITY MAP NOT TO SCALE SURVEYOR'S NOTES 1. HORIZONTAL DATUM IS WASHINGTON COORDINATE SYSIEY, NORTH ZONE (►uo e3/91). ESTABLISHED FROM INFORMATION PUBUSHED BY THE CITY OF TuMIu (COT). WE HELD COT NO. 1 FOR PosrtaN, AND THE BEARING OF NORM z51oa'sr WEST TOWARD COT NO. 15. 2. VERTICAL DATUM IS NAVD 1988. BENCHMARK IS COT NO. 1; PK NAIL WITH BRASS TAG. NE CORNER OF INTERSECTION HIGHWAY 99 AND S. 152ND STREET. ELEVATION - 331.56 FEET. 3. PROPERTY AREA - 39,485 f SQUARE FEET (0.906 t ACRES). 4. TAX PARCEL NUMBERS ON THE SUBJECT PROPERTY ARE 004100 -0525 AND 004100 -0680. 5. ZONING: RC (REGIONAL COMMERCIAL), ` IIKWILA. MIA. 6. THIS SURVEY REPRESENTS VISIBLE PHYSICAL IMPROVEMENT CONDmONS EXISTING ON JANUARY 10, 2003. ALL SURVEY CONTROL INDICATED AS "FOUND' WAS RECOVERED FOR THIS PROJECT IN JANUARY, 2003. LEGAL DESCRIPTIC* 4 THOSE PORTIONS OF LOTS 5. 6, 27, 28, AND 29. BLOCK 4, FIRST ADDITION TO ADAM'S HOME TRACTS. AS PER PLAT RECORDED N VOLUME 12 OF PLATS. PAGE 50. RECORDS OF KING COUNTY AUDITOR. DESCRIBED AS :CALMS: BEGINNING ON THE EASTERLY MARGIN OF SLATE HIGFIWAY NO. 1 (PACIFIC HIGHWAY SOUTH) 23.75 FEET NORTHEASTERLY FROM TS INTERSECTION WITH THE SOUTH LINE OF SAID LOT 5; THENCE SOUTH 82" 09' 25' EAST. 217.66 EET TO THE SOUTHEAST CORNER OF SAID LOT 6; THENCE SOUTH OY 05' 28' WEST, ALONG I HE EAST LICE OF SAID LOT 27, 162.36 FEET; THENCE NORTH 82" 09' 25' REST. 271.80 FEET TO SAO EASTERLY MARGIN; THENCE NORTH 20' 06' 38' EAST, ALONG SAID EASTERLY MARGIN. 165.00 TO THE POINT OF BEGINNING: E XCEPT THAT PORTION THEREOF CONVEYED - 0 THE CITY OF TUKWVI BY DEED RECORDED UNDER RECORDING NO. 200220416003153; SITUATE N THE CRY OF TUKWILA. COUNTY Or KING, STATE OF WASHINCTOIL DEX OF SHEETS C1 OF 6 C2 OF 6 C3 OF 6 C4 OF 6 C5 OF 6 C6 OFF 6 GRADING AND MANAGE PLAN TEMPORARY EROSION AND SEDNENTATION CONTROL PLAN DETAILS RATER AND SEWER CONNECTION P1* CONSTRUCTION NOTES HORIZONTAL CONTROL. PUN SPECIAL. NOTES 1. SITE PLANT PAD 8Y OLYMPIC AS'50U111E5 CO. 2. BOUNDARY AND TOPO SURVEY PREPARED BY EIVIGHAUSEN CONSULTING ENGINEERS. 3. GEDTED NC &. REPORT PREPARED BY COLDER ASSOCIATES. INC. WED 3-3-03, 9023 -1320 18300 NE MON FILL RD., SURE 2100 IR OMOND. Ill 98052 425 - 883 -07T7 WE ADDRESS 15036 110131NATIONAL BLVD. ■1 Ism PARCH NO. oo.,uo -.aszs MiliggiriaignIZO cA1uno16 1 E CcoIIIMK.' ut 90u.. RESPORSIRE FOR WW1= 11E 1.0040101k OF XL UES 9 11ESE PUNS OR POIH >NIG 1f€ OWN 10 COVEOIL 1MS 9M4L E UM( OURS MITT LOCa41E • 1 Pie 11E$ PO' C Ha OF 111E DoblelEC MIES /Q LOCMIONS of NEW IIRA'Y CROSSINGS 10 PI/CCFILLY w��ls � � � c��s aasr.� L� OF � � L UNNENIFIED IF CORMS AEC WNW Coot wEWL1lE Ra swat WNW IRR0mosfift CORRE LTA= SITE ____ 2 1g4 S 9qY2 * I') N.- EfECUAT "•- :; Cyan 6 -'o-05 I I 0 0 N- 0 N 0 N- 0 ti U) 0 4") 0 N x 0 E :v 0 J1 O w (f) ch 64 3 a WET VAULT CONTROL STRUCTURE SEE DETAIL THIS SHEET. 5'x10' OPEN GRATE REMOVABLE PANEL W/ OSHA CONFINED SPACE WARNING 12' SD OUT 1E4.332.00 TO EXISTING 24" CMP PIPE 5'x10' OPEN GRATE REMOVABLE PANEL WI OSHA CONFINED SPACE WARNING • A n WET VAULT DETAIL — SECTION SCALE: Hor. 1" — 10" VERTICAL 1 12' SD OUT 1E=332.00 SCALE: Hor. r w = i O •• r • 1 WET VAULT DETAIL — PLAN 5'x10' OPEN GRATE REMOVABLE PMEL IM/ OSHA CONFINED SPACE WNW PIPE SUPPORT TOP OF RISER PIPE EL = 333.50 E =332.00 1' SECTIQN OF PIPE ATTACHED BY GASXETED BANG TO ALLOM REMOVAL �33� H WALL vim. ra.r 24' DIA. FRAME AND SOUD LOCKING UD PER KCSWOU. • REMOVABLE BAFFLE WI 6 HIGH x 3' WIDE OPENING WET VAULT CONTROL SlftJCflJE ' TO 24' • ♦ • 1r SD IN 1E =331.06 12' VENTILATION PIPE W/TRAFFIC BEARING GRATE (TYP.) • SHE* GATE WITH CONTROL_ ROO FOR CLEM4OUT /ORAI+N (ROO BENT AS REQUIRED FOR vERTICAL WITH COVER) ALIGNMENT SEE KCRS DwG. 2 -026 • • •. 12' SD IN 1E- 331.06 • is • DETAILS LOCATED IN A PORLLTIAON� WASHINGTON 23N, RANGE 4E, RIM=334.71 24' DIA. FRAME AND SOUD LOCKING LTD PER KCSWDM. • 10' 12' MIN. SED. STORAGE , WET VAULT CROSS SECTION B —B SCALE: Hor. 1 " s 10'. Ver. 1 CLASS `B A.C. PAVEIEN'T 6' COMPACTED DEPTH CRUSHED ROCK BASE COURSE (ALT. IS 3' ATB) 6' DEAD STORAGE 2` COMPACTED DEPTH 1 Cs PRVA'fE ASPHALT PAVNfi SEC11ON NIT 10 ' CRS (P110PADIED Llwl CIROMOI MEMO) NOTES: 1. ALL METAL PARTS MUST BE CORROSION RESISTANT. STEEL PARTS MUST BE GALVANIZED AND ASPHALT COATED (TREATMENT I OR BLiit.R.) 2, PROVIDE WATER STOP AT ALL CAST -IN -PLACE CONSTRUCTION JOINTS. PRECAST VAULTS SHALL HAVE APPROVED RUBBER GASKET SYSTEM. 3. VAULTS s 10' WIDE MUST USE REMOVABLE LIDS. 4. PREFABRICATED VAULT SECTIONS MAY REQUIRE STRUCTURAL MODIFICATIONS TO SUPPORT 5'x10' OPENING OVER MAIN VAULT. 1• 1 NOT TO SCALE 049. 6 EVASION JOINT CPRENOLDED TYP.) NOT TO SCALE MN. 5/8 CRUSHED ROCK DEPRESSED CURB RAMP SEOT1ON A-A SCORE JOINTS A EXPANSION JOINT ELUtINA POURED �LITHIC " At, .t 1. INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NONCE NWT OE GIVEN TO TUKWILA PU8UC WORK'S FOR INSPECTION. 2. COTE SHALL 8E CLASS B OR GETTER THAN 5 1/2 SACK, 3000 PSI. 3. ALL DRIVEWAY APRONS SHALL BE A UK 6' MACK. 4. AU. WORK SHALL OE PERFORMED IN ACCORDANCE WUH APWIVINSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED B'r THE CCTV OF TUKWILA. S. REIXMIL OE DOMING CONCRETE CURB, GUTTER OR SIDEWALK SHALL 8E TO THE NEXT EXPANSION JOINT; SCORE JOINTS 1AU ST BE SAW cur AWo REPLACED WON EXPANSION JOINT. 6. DRIVEWAYS W h HIGH VOLUME (AS NOTED Of Crf ENGINEER) MR/ 8E APPROVED rCIR TEASECnON TYPE N ESS• 7. TURNING RESTRICTIONS Y f 8E 'PPM BY THE COY ENGINEER. COMMERCIAL DRIVEWAY (C.O.T. DETAIL RS-9) it WIDE 1/4' DEEP x 1/4' WEE SCORES IN CONK • 3/4' D.C. 0 TOP OF RAMP. RAM'S SHALL RECEIVE A ROUGH BROOM FINISH CONC. CURB 0 BACK of SIDEWALK WHERE RAMP ABUTS LANDSCAPING 1 4' Orlweeay (Nox. Recor+.ncled 111 Geode It 1S74 CURB DETAIL, J Top of Curb at Driveway \—FACE OF CONC. awe SLOPES WITH ram. ti075 DO NOT SCALE FROM DRMING& 1 A� F'k rt i) NO AviV • �vJ ' noN, 4 0 Sin N i 16 HANDFORM ALONG RADIUS FOR SMOOTH TRANSITION Egg =g= tOg _d N' 1 a O y C 0 0 O O • Li re) Cs1 D O N C co Csi CO OD N N W N N 00 U eL z W W z C' O 2 W W 0 V IA S a .o 0 n 0 N y n .a 0 ti 0 • 4' • ,� MAX. 13.33% CL 8.33 o w WET VAULT CONTROL STRUCTURE SEE DETAIL THIS SHEET. 5'x10' OPEN GRATE REMOVABLE PANEL W/ OSHA CONFINED SPACE WARNING 12' SD OUT 1E4.332.00 TO EXISTING 24" CMP PIPE 5'x10' OPEN GRATE REMOVABLE PANEL WI OSHA CONFINED SPACE WARNING • A n WET VAULT DETAIL — SECTION SCALE: Hor. 1" — 10" VERTICAL 1 12' SD OUT 1E=332.00 SCALE: Hor. r w = i O •• r • 1 WET VAULT DETAIL — PLAN 5'x10' OPEN GRATE REMOVABLE PMEL IM/ OSHA CONFINED SPACE WNW PIPE SUPPORT TOP OF RISER PIPE EL = 333.50 E =332.00 1' SECTIQN OF PIPE ATTACHED BY GASXETED BANG TO ALLOM REMOVAL �33� H WALL vim. ra.r 24' DIA. FRAME AND SOUD LOCKING UD PER KCSWOU. • REMOVABLE BAFFLE WI 6 HIGH x 3' WIDE OPENING WET VAULT CONTROL SlftJCflJE ' TO 24' • ♦ • 1r SD IN 1E =331.06 12' VENTILATION PIPE W/TRAFFIC BEARING GRATE (TYP.) • SHE* GATE WITH CONTROL_ ROO FOR CLEM4OUT /ORAI+N (ROO BENT AS REQUIRED FOR vERTICAL WITH COVER) ALIGNMENT SEE KCRS DwG. 2 -026 • • •. 12' SD IN 1E- 331.06 • is • DETAILS LOCATED IN A PORLLTIAON� WASHINGTON 23N, RANGE 4E, RIM=334.71 24' DIA. FRAME AND SOUD LOCKING LTD PER KCSWDM. • 10' 12' MIN. SED. STORAGE , WET VAULT CROSS SECTION B —B SCALE: Hor. 1 " s 10'. Ver. 1 CLASS `B A.C. PAVEIEN'T 6' COMPACTED DEPTH CRUSHED ROCK BASE COURSE (ALT. IS 3' ATB) 6' DEAD STORAGE 2` COMPACTED DEPTH 1 Cs PRVA'fE ASPHALT PAVNfi SEC11ON NIT 10 ' CRS (P110PADIED Llwl CIROMOI MEMO) NOTES: 1. ALL METAL PARTS MUST BE CORROSION RESISTANT. STEEL PARTS MUST BE GALVANIZED AND ASPHALT COATED (TREATMENT I OR BLiit.R.) 2, PROVIDE WATER STOP AT ALL CAST -IN -PLACE CONSTRUCTION JOINTS. PRECAST VAULTS SHALL HAVE APPROVED RUBBER GASKET SYSTEM. 3. VAULTS s 10' WIDE MUST USE REMOVABLE LIDS. 4. PREFABRICATED VAULT SECTIONS MAY REQUIRE STRUCTURAL MODIFICATIONS TO SUPPORT 5'x10' OPENING OVER MAIN VAULT. 1• 1 NOT TO SCALE 049. 6 EVASION JOINT CPRENOLDED TYP.) NOT TO SCALE MN. 5/8 CRUSHED ROCK DEPRESSED CURB RAMP SEOT1ON A-A SCORE JOINTS A EXPANSION JOINT ELUtINA POURED �LITHIC " At, .t 1. INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NONCE NWT OE GIVEN TO TUKWILA PU8UC WORK'S FOR INSPECTION. 2. COTE SHALL 8E CLASS B OR GETTER THAN 5 1/2 SACK, 3000 PSI. 3. ALL DRIVEWAY APRONS SHALL BE A UK 6' MACK. 4. AU. WORK SHALL OE PERFORMED IN ACCORDANCE WUH APWIVINSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED B'r THE CCTV OF TUKWILA. S. REIXMIL OE DOMING CONCRETE CURB, GUTTER OR SIDEWALK SHALL 8E TO THE NEXT EXPANSION JOINT; SCORE JOINTS 1AU ST BE SAW cur AWo REPLACED WON EXPANSION JOINT. 6. DRIVEWAYS W h HIGH VOLUME (AS NOTED Of Crf ENGINEER) MR/ 8E APPROVED rCIR TEASECnON TYPE N ESS• 7. TURNING RESTRICTIONS Y f 8E 'PPM BY THE COY ENGINEER. COMMERCIAL DRIVEWAY (C.O.T. DETAIL RS-9) it WIDE 1/4' DEEP x 1/4' WEE SCORES IN CONK • 3/4' D.C. 0 TOP OF RAMP. RAM'S SHALL RECEIVE A ROUGH BROOM FINISH CONC. CURB 0 BACK of SIDEWALK WHERE RAMP ABUTS LANDSCAPING 1 4' Orlweeay (Nox. Recor+.ncled 111 Geode It 1S74 CURB DETAIL, J Top of Curb at Driveway \—FACE OF CONC. awe SLOPES WITH ram. ti075 DO NOT SCALE FROM DRMING& 1 A� F'k rt i) NO AviV • �vJ ' noN, 4 0 Sin N i 16 HANDFORM ALONG RADIUS FOR SMOOTH TRANSITION Egg =g= tOg _d N' 1 a O y C 0 0 O O • Li re) Cs1 D O N C co Csi CO OD N N W N N 00 U eL z W W z C' O 2 W W 0 V IA S a .o 0 n 0 N y n .a 0 ti 0 • 4' • ,� A r r REIEJHEMAIALLIEMINIA M6I[2E FACE J 418 • 8" oc. vim 'S • Id" oc. women 218BI F _ E . TYP. 5'-." r ✓ r � r I ✓ REND Tile 2141E I tem pA9E t b • I lir oz. I \ 11 5 • 1 12 " \ Trt. \ r ®S% r 1 DETENTION VAULT TOP SLAB PLAN SCALE: I/2 "■ 1' -®" melovietz PANEL ADOVE r 4'-10 / SLAB ON GRADE CROONED • I S31.0. TYP. .5. " 0g. • MID DEPTH OF DOT GLAD, TYP, DETENTION VAULT FOUNDATION PLAN Ip" CONCRETE taus TYP, IlEINFOIlp9'Blf TYP WG GN iH6 rL,4N VBQT�G14 �i • Q' os. INSIDE FACE VBIRT CAL1 NI • D" o4. CE F. E • 5. 12" etc. OUTSIDE FACE HORIZONTAL: • S • 111" oc. EA PACE 3'- 6"Wx -4' DP CONTINUOUS CONCRETE POOTNCs 8/(3) LONG DOT, .5 • 24" c c. TRANS DOT e tro • 12* oc. • 1'D DEPTH !.'MOT SLAB, 7Ra TYP. J -4 1 TEE DRAINING THICKNESS PER GEOTECNICAL EN6r1,EER PROVIDE HEATER STOP TYPICAL PERT REBF OUTSIDE PACE, PER FCN PLAN S DOILELB • 12' oz. (ALT HOOKS) 6" WIC ,4■ 2• Alb GATE 4 ATTAC.II1B T Re —. By OTHERS (•OTE 5) 4203c$lt CGNT (LLV) (4 SIDES) at! •+ HEADED STUDS • 17" exc. (4" BIPED) LCPs RED PER PLAN Wee MOCK 2' -+i' �Ir • 12' cm. " TYP • 2' -2, W 1' -4" 3'-i" TYP. DETENTION VAULT SECTION ;TYP.) SCALE: I ". is -f" . 6 DOT, LONG, PER TOP CLAD PLAN VERT NEW INSIDE PACE, PER MN PLAN 5% ADD% PEE,. PER PLAN x t�f► ., ., r • 4 10• TRANS PEW PER PLAN �) SECTION AT 5' -0' x 10' -0' GRATE acALE: r h VAULT PIOUS I . REFER TO CIVIL S h PLANS FaOR SITE LOCATION!, DIMENSIONS, LOCATIONS OF SD PIPES, E11C., AND DEPTH OF TOP SLAB BELOW FINISHED GRADE OR PAVEMENT. VEIUFY CItOWVrED BOTTOM SLAB SLOPES WIIhl QVII. DRAWIt . 2. ALL CONIMETE FOR DETENTION VAULT SHALL HAVE A 2I-DAY COMPRESSVE S7EEt4GT I [t] _ 4000 ISL. 3. PROVIDE A WATERSTOP AT ALL CAST- IN- PLACE CONCRETE MINIS. TYP. 4. WALL itErmacedarr NOTES: REINFORCING PER MANS AND DETAIL VS3A_ PROVIDE ADOMONAL 15 VERTICAL BARS EA. SIDE [INSIDE FACE] OF OPENING FOR SD PROVIDE ADDMONAL 15 X f O' Hiontormu. BARS [INSIDE FACE] ABOVE AND BEIM/ OPENING FOR SD PIPES. PROVIDE Si X ?4"X ?-0* HORIZONTAL BARS Lr sic AT WALL 3. 5'-0' X WO' OPEN GRATE REMOVABLE PANEL BY OTHERS. PANEL SHALL BE PER ILK' COUNTY SURFACE WATER La['SLt 4 MANUAL WVTh OSHA • > • . W •' '� r >. SOLID D COVERS SHALL BE MARKED *MAIM AND `I'E . « ' , . r • c • - . a:. STEEL PARTS =AIL COMMON 1 T O" Ifi 2A" PAMIR FRAME, GRAM, AND Ki COUNTY SURFACE WATER DIMON 114 ALL STEEL PARTS SHAUL BE capaosem nenTANT. Il e DOT, TRANS, PER TOP SLAB PLAN TOE x13'•8" • I7" ac. DEPTH OP GLAD O4 GRADE Is• era ON GRADE (2) • MID DEPTH OF TOP SLAB de—g 7. LOADING K3 - TIM VAULT HAS SEEN DEMO= POR ALL. MUMBLE DEAD AND LIVE LOAD& AS WELL AS AIIPUCAIRS LATERAL SAM FRISIRIRE UWE pilot PSZ GEOMICHNICAL ENUINEWItt LIVE LOADS NM Is DOWN 115.28TMJCL LOADS MID TUILIPIA IFS air. LAMER NS i ALLAH rams err an11■112 SMALLER OSEEMED TO SUPPORT TERM 1 b to • 24" oc TEIP 5% FREE DRAINING SUDGRADE PER GEOTECNVICAL ENGINEER'S PIECCMEN DATICNb (2) % ADD. DOT CV TOP GLAD C2) S ADD1. DOT OF TOP GLAl1 ----� Eu✓ o�etiweriert mew moucivit. MOW toy TYP WORIZ REIN' EA. PACE PER POUND PLAN - - _ s• CLR It CIVIL DIGS \ w • scALEs I . r-�r 3" CL1! TYP. to aims Ad ell 'VERY PER 7)" 1 •4 NOOPb T i 5 S" CLR TYP. (3) S LCNS. TYP. TIP TG SLAr�, PEW CUR PER P'IK T P ELL NEW Mt RANI vp w4111ED aRAoEOPnrefeff 177��•' ♦- rn.77.17;77 "'!M ►'1p�l�� # r,IrI r; 't,llll.• /rr"'"T'r�rr ►1 • REVIEWED piaa was reviewed for ao viV se Iotlooa� This ` 1 Blvd structural provisir dvou� ,,,�,,.�,,, � ,� , �, veils, W A 98168 Noa- �ot B wila, A 98188 ❑ waskingtoa State Barrier- -Free Regulations (Chapter 51 - WPC) a Washingwu Star Eaccgy Code (Cher 51-1 l WAC) T,a propel "Oast 1s t spossbbls for sssteri see ordi alt applieaais codes. aasditi..s et appre'ak ei*eeass.s s"tbjsa tr die t.;.H vests aid interpretations of tMe savoring ewlw•itY. This .' _,� �} I.. r. i.eS t►e Architact a 1 EI$I .0 of Record of sits responsibility for s cooping, dose. *w is Woo of two p.usiss jurisdiction and as atom of W.inpo". tlttimuctio. C I Ty O L ,c,. Ily Date /o Code Review (2 ) S ET? v 24• DIAM. GRATE :PLAN =1.A PER 14340 - ,.... 7 4T` TOP SLAB/WALL, is,LP/ Gomm rer-or 4 • Y CLR TYP ARCHITECTURE ENGINEERING PLANNING MANAGEMENT 701 DEXTER AVE. N. SEATTLE, WA. 98109 (206) 285 -4300 mom sun •. 2oo3 J DETENTION VAULT PLANS & DETAILS fix ea swam UMW \� . ' lwoer+ao r ry norm AUG 2 7 maw Mew f L� _ IOW I OLYMPIC ASSOCIATES COMPANY To 11311EILL• .c 0 P Y R I C H T• • IIMINUIA vet ir ww � i i e I, + wi g i � 1 ` s Ian logs la am Imo wan 11111118.0.9 IP OMR 1111. 002326 S3.0 4 .- �. I