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Permit D06-099 - Foster Ridge - Retention Vault
FOSTER RIDGE S 138 ST & 46 AV S EXPIRED D06 -099 Parcel No.: 3229200090 Address: Suite No: City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Tenant: Name: FOSTER RIDGE Address' S 138 ST & 46 AV S, TUKWILA WA Owner: Name: PEDERSEN RICHARD S+DONNA M Address: P O BOX 1518, MARYSVILLE WA Contact Person: Name: KEITH OLSEN Address' 1610 5 ST, MARYSVILLE WA Contractor: Name: KEITH OLSEN EXCAVATING Address' 6311 SILVANA TERRACE RD, STANWOOD WA Contractor License No: KEITHOE957N6 DESCRIPTION OF WORK: CONSTRUCT CONCRETE RETENTION VAULT (UNDER GROUND) FOR STORM WATER DETENTION SYSTEM TO SERVE FOSTER RIDGE 6 LOT PLAT. (REFERENCE EXPIRED PERMIT D05 -341) Value of Construction: $20,000.00 Type of Fire Protection: Type of Construction: Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N doc: Devperm DEVELOPMENT PERMIT Water Main Extension: N Private: Public: Water Meter: N Permit Number: D06-099 Issue Date: 06/06/2006 Permit Expires On: 12/03/2006 Phone: Phone: 425 330 -5898 Phone: (360)652 -2048 Expiration Date: 08/26/2007 Fees Collected: $911.50 Uniform Building Code Edition: Occupancy per UBC: 0026 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End lime: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Profit: N Non - Profit: N 006 -099 Printed: 06 -06 -2006 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: 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 •. - - ion or the performance of work. I am authorized to sign and obtain this development p Signatur Date: 6` 4` ✓��U Print Name: 0 01 6 en Date: O&M /O C 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. doc: Devperm 006 -099 Printed: 06 -06 -2006 Parcel No.: 3229200090 Address: Suite No: Tenant: FOSTER RIDGE City (*Tukwila 1: ** *BUILDING DEPARTMENT CONDITIONS * ** Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us PERMIT CONDITIONS 4: The special Inspections and verifications for concrete construction shall be required. 11: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** doc: Conditions Steven M Mullet, Mayor Steve Lancaster, Director Permit Number: D06 -099 Status: ISSUED Applied Date: 03/24/2006 Issue Date: 06/06/2006 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building Inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 7: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 8: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special Inspection. 10: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 12: 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. 13: Temporary erosion control measures shall be Implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. D06 -099 Printed: 06 -06 -2006 City o i Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us Steven Al. Mullet, Mayor Steve Lancaster, Director 14: 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. 15: 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. 16: 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. 17: Any material spilled onto any street shall be cleaned up immediately. 18: Flagging, signing and coning shall be In accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around the work zone (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 19: Clean and remove debris from City catch basin in and around hauling routes. Provide adequate temporary access as not to Interfere with other vehicle movement or cause trucks to travel over curbs. All vehicles must make a complete stop prior to entering public right -of -way. 20: The developer and his contractor shall follow all the conditions and recommendations of Associated Earth Sciences, Inc. Geotechnical Reports dated Februaryl3, 1997, revised November 13, 1998 ans September 8, 2005 review letter of Foster Ridge Detention vault Plans. doc: Conditions * *continued on next page ** D06 -099 Printed: 06 -06 -2006 Print Name: • ' Ot elt City chi Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: cttukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. a ±:53------ Signature: Date: °' 7 ° 66 doc: Conditions 006-099 Printed: 06-06 -2006 CITY OF TUKWILA Community Developmenttartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Company Name: tchle1 O 1 Mailing Address: th 10 5-th S f re Contact Person: Vintl KOS h 'Omsk. plus it application ( Revised ee 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: & t '�I Litt Ai Gi Tenant Name: ! e. L I'I J hh( Property Owners Name: RIGL( ' PeOlegen Mailing Address: PO 'Bo" 1 ! 4i Contractor Registration Number: I<tJ TH 0 e q' 5 7 N E -Mail Address: Page I King Co Assessor's Tax No.: 2a-2- —091 D Suite Number: Floor: New Tenant: ❑ .... Yes ❑ ..No Ma ryS✓'1 iG city w4 state CONTACT PERSON ,gyp, Name: K� �1 11 t1 ()keel l keel Day Telephone: 4.5-3 30- swn Mailing Address: 1610 51 44 Mm ✓ v✓A- 4�1j 2-7n City State E -Mail Address: Fax Number: rip GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page �IA� nP, ti✓ Z 70 City ' l �i State Zip Contact Person: ��� [� 0 ✓� "l Day Telephone: -'g30"S ? E -Mail Address: Fax Number: // Expiration Date: 4/i 07 "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 ofReeord Company Name: 4 «e 54 (IA chtve 6 �t Mailing Address: j 6 300 Mill 6reit ?Iv d 5v/4e 6-Z NI: II C✓eee 01A Q e01 z. j //// City State P Contact Person: J,bt i t ko 4h 1 C Day Telephone:4 7 5— 7LI Fax Number: I'1 ZS 714 1 — Y 71 �/ ENGINEER OI' RECORD - All plans must be wet stamped by Engineer of Record Company Name: 4U$ 6f fvv(J e "" S / koSh PIS� P (- q Mailin Address:10 300 ,v l) CYe e L BI vtI ' 5v 1e (,..z A4111 ei. t l V4 q % Z City State rip Day Telephone:U z5 7 3 7 / E-Mail Address: Fax Number: 41 7l- Metz; �y� ;O Valuation of Project (contractor's bid price): $ l�tJ WO nn Existing Building Valuation: $ Scope of Work (please provide detailed information): t &ntJW �ow n4 ft w, V t'` vt 14 t / Q ✓ C S at. 9i ret) PPMWII"[ Will there be new rack storage? ❑ ..Yes ❑ .. 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 ova 18 inches and overhangs greater than 18 inches) 'For an Accessory dwelling, provide the following: Lot Area (sq i): 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 Mann ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑.. Yes ❑..No If "yes", attach list of materials and storage locations on a separate 8-1/2 x 11 paper indicating quantities and Material Safety Data Sheets. q:Upennts plus ua chanan'pe nit application (7 -2004) Revi,S: 6305 nn Page 2 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1" Floor 2 Floor - - - 3` Floor Floors - thru - Basement Accessory Structure" Attached Garage Detached Garage Attached Carport : Detached Carport Covered Deck Uncovered Deck �y� ;O Valuation of Project (contractor's bid price): $ l�tJ WO nn Existing Building Valuation: $ Scope of Work (please provide detailed information): t &ntJW �ow n4 ft w, V t'` vt 14 t / Q ✓ C S at. 9i ret) PPMWII"[ Will there be new rack storage? ❑ ..Yes ❑ .. 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 ova 18 inches and overhangs greater than 18 inches) 'For an Accessory dwelling, provide the following: Lot Area (sq i): 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 Mann ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑.. Yes ❑..No If "yes", attach list of materials and storage locations on a separate 8-1/2 x 11 paper indicating quantities and Material Safety Data Sheets. q:Upennts plus ua chanan'pe nit application (7 -2004) Revi,S: 6305 nn Page 2 Unit Type: Qty Unit Type: Qty . Unit Type: Qty Boiler /Compressor:. Qty Furnace <10OK BTU Air Handling Unit >10,000 CFM Fire Damper 0 -3 HP /100,000 BTU Fumace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator — Command Other Mechanical Equipment 1VIECIIANICAL PERMIT INFOs - 2064314670 • Indicate type of mechanical work being installed and the quantity below: MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: "An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New ....0 Replacement ❑ Commercial: New —.0 Replacement ❑ Fuel Type: Electric ❑ Gas —.0 Other: PERMIT APPLICATION NOTES - .Applicable all per wits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING • ,M. O UTHORIZED AGENT: Signature: i/ PrintName:'K kieh Mailing Address: (n 1.0 St 544" I Date Application Accepted: C at Optima. rWtie:dwego'pemis application (74004) Revised: 64-05 bh Page 4 Date: 3 Day Telephone: Uu 330 — s'64 May // WA" q47,-23 sate Date Application Expires: u -Staff Initials: Scope of Work (please provide detailed information) Water District ❑ ...Tukwila ❑...Water District #125 ❑ ...Water Availability Provided Sewer District ❑...Tukwila O. ❑...Sewer Use Certificate ❑. ❑...Septic System - For onsite septic a Submitted with Application (mark boxes w :'ch ❑...CivilPlans (Maximum Paper Size -22 34 ") ❑ ...Technical Information Report (Storm Draina ❑...Bond ❑ .. Insurance ❑ Proposed Activities (mark boxes that apply): ❑...Right-of -way Use - Nonprofit for less than 72 hours ❑ ...Ri -of -wa Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of-way Non Right-of-way ❑ ...Total Cut ❑...Total Fill ❑...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑...Back0ow Prevention - Fire Protection Irrigation Domestic Water ❑...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension ❑ ...Water Main Extension FINANCE INFORMATION Fire Line Size at Property Line ❑...Water ❑ . Sewer Monthly Service Billing to: Name: Mailing Address: %RPemit Plu>Ree dunge■ammu application ( Revised: 6.5-05 bb Please refer to Public Works Bulletin #1 for fees and .estimate sheet. cubic yards cubic yards ValVue - ❑.. Renton wer Availability Provided ❑ .. Approved Septic Plans m, provide 2 copies of a current septic design up IC blic ❑ .. Aband., Septic Tank ❑ .. Curb ut ❑.. Pa meet Cut ped Fire Line SI Call before you Dig: 1- 800 - 424 -5555 ❑ .. Geotechni : Report ❑...Traffic Impact Analysis ement(s) ❑ .. Mainten: cc Agreement(s) ❑... Hold Harmless WO# WO# WO# Private Private Page 3 ❑..Highline ❑ ...Rent Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment -of-way Use - Profit for less than 72 hours ght -of -way Use - Potential Disturbance Work in Flood Zone Storm Drainage ❑...Deduct Water • eter Size Day Telephone: Water Meter Refund/Billing: Name: Mailing Address:. Day Telephone: city ...Seattle vided val by King County Health Department. ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding City of Tukwila Receipt No.: R06 -01009 Payment Amount: 4.00 Initials: JEM Payment Date: 07/11/200611:26 AM User ID: 1165 Balance: $0.00 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 3229200090 Address: Suite No: Applicant: FOSTER RIDGE Payee: KEITH OLSON TRANSACTION LIST: Type Method Description Amount Payment Cash 4.00 ACCOUNT ITEM LIST: Description Current Pmts PHOTOCOPIES /DUP SERVICES RECEIPT Account Code 000/341.690 4.00 Permit Number: D06 -099 Status: ISSUED Applied Date: 03/24/2006 Issue Date: 06106/2006 Total: 4.00 7280 07/12 9710 TOTAL 4.00 doc: Receipt Printed: 07 -11 -2006 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 3229200090 Address: Suite No: Applicant: FOSTER RIDGE RECEIPT Receipt No.: R06 -00813 Payment Amount: 402.68 Initials: LAW Payment Date: 06/06/2006 04:26 PM User ID: 1630 Balance: 80.00 Payee: KEITH OLSEN EXCAVATING TRANSACTION LIST: Type Method Description Amount Payment Check 1040 402.68 ACCOUNT ITEM LIST: Description Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE Account Code 000/322.100 398.18 000/386.904 4.50 Permit Number: D06 -099 Status: APPROVED Applied Date: 03/24/2006 Issue Date: Total: 402.68 6179 06 /07 7716 TOTAL 1527.58 doc: Receipt Printed: 06 -06 -2006 Project: Type of Inspection: A Address 0 A.37 o .2 4%, C Date Called: Special Instructions: /(> 7 W.--)-, Date Wanteth. 6 - 362-c7Z CS, p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTI' NO. CITY 0 TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 20 )431-36 0 Approved per applicable codes. 0 Corrections required prior to approval. OMMENTS: ... 4.■ Pia El 558.0 r INSPECTION F / REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: Q FO R i vcE ' Type of Inspectio A` f sit/ WA '/ ia, /Act� Address / si e 4/4 ties Date Called: Special Instructions: /2 ile.Ji a 1,A U/f Date Wanted: / a.m~ do - 2 /- O C. p.m Requester: /etrw Phone No: ytr- 7 301. 5a99,9, INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 nspector 3. INSPECTION RECORD Retain a copy with permit Id1'Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: a � � S /� ..� /m v� r IDaty_2 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: (Date: Projec4 m" g Type of tion� e \.. 7 Ad .0 ? 47 74 — A_ Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 " pproved per applicable codes. INSPECTION RECORD Retain a copy with permit azaaity 0 Corrections required prior to approval. COMMENTS: *r1 (.T'4 /rte pep 58.00 REINSP - ION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: (Date: Project: , F65 -K .� of Inslction: /—, ,v Address: 57 �/G AvS �` Date Called; Special Instructions: Date Wanted' ��� a.m p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit [ r DO G-a5 IN SPECTIO N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 Approved per applicable codes: PE COMMENTS: ,S' —, s-_✓ 1 � Jv s" J?'— 4 / ac, es gze Corrections required prior to approval. D $58. INSPECTIG$ FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southc ter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: 0 9-1 126e—tel COPIES TO: /C CJ �"cgJv /Ile) T r _. L CASCAD TNSPECTION ESTING LABORATORY, INC. NO. 13 3 7 T KIRK EVERETT LAND, WASHINGTON 98039 (425) 823 -980 p �.y� DATE , 3 -)(.) _ () (> CERT. NO. v 6i) '� - 4 ! v _ DENSITY FIELD REPORT REbC�Y0 ES TO: ke r i ©/ I NOV 0 13 Zoo ROJEc t T0 TF/ ? / ) 0 ., /I' - -Q t 2 ` COMMUNITY LOCATION , � s j ( a_ I r 741 ; ! - BLDG. PERMIT NO. OWNER " - ATTN: WEATHER On I Z. L if TEMP. AT A.M. AT P.M. P DE PTI N UR E ENGINEER PLACEMENT AREA ARCHITECT TEST METHOD ASTM D-2922 SOIL c r D-2950 ASPHALT O CONTRACTOR I I 7 3 L '.I EQUIPMENT USED I. D. i NUCLEAR DENSOMET6 SJNA // / / # DESCRIPTION OF LOCATION E LEVATION IN FEET D EN! PI 6 0 M CONTENT, % DRY DENSITY, PCF VALUE, PCF MOISTURE, % COMPACTION, % NI 1 /3 q ! f ? : `' (7 (7 ) 3 9 -,.6.7 i�; 132,2 s.1/ 9 ( 2 S y ? �'`i To ;4/0 7 '''CA wolf, I I (3 t,- : ' 3 . 0 133. g a I , 0 4 5 6 7 6 9 10 ILLUSTMTICN OF SITE TEST OBSERVATIONS AND REMARKS: ,CS .2 a 'v "S / ./ Xi 'T S/; /L ; /i < /3L ( I,_ k / Tit i INSPECTOR, NAME(S) PRINTED ft . %^- -" , .////j (2/ 4 TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. k. , INSPECTOR SIGNATURE \,,A, I ;' L - -< —_�\ SIGNED ' h..A LC --,_ - .. Revieed0.05 0 9-1 126e—tel COPIES TO: /C CJ �"cgJv /Ile) mAyL,.., It S.rING EP:CH.4E0M INC ..--r',:tirgit'f7 I , r).1)11 - 1011(100 f;:11., A No ID Length it Unbonded Post-Tensioning Stressing Record, continued nt luai A 0- we5. r . 7 C- It ,_ First End mark A Nol A Second End Ku lc A Not A of ervti 3 /ze,i/E 3 C Orn r ne CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 9068 7 -U 7 -/a hi= (2 1 .Z7 y /$'p 3tS p 9o8 , 8 -8 8 -8 /37/,20 /3LFozo 48.ro 974 2 La 9090 909/ "-- 7 - l ( 7 -18 ass) 12.57 53 /Co 5r2 3o u 909Z 8-B p / o ' CSo i> 9o9 8 - 8 ' 72 -5 3780 a ENO )LI%(,3 l to &)z - yl _ tflc i 4 Q1�072 ATTN' THE FOLLOWING WAS NOTED: �- SUPPLIER S O jai AEA COPIES TO: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 1423) 823 - 9800 EVERETT j_ IVED 7 COMPRESSION REPORT 'AUG 1111006 FIEL0258117ATA TRUCK SAMPLED ' . - 5 TRUCK TICKET NOCIF 193 MIX NO. 650 TIME 230 SLUMP ASTM C -143 %AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR 6.55K TEMP. ASTM C -1064 CONC 6g AIR 6.6 �7.o5K 17 W 2—AIR TEST METHOD: 0 PRESSURE ASTM C -231 OR 0 VOLUME ASTM C -173 EQUIPMENT USED I.D. !j SLUMP CONE CSLCOO 1 3 THERMOMETER CCOTHO L -✓ 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. #CCOCOOO_L -T SAMPLE P/U DATE i —�'` TEST METHOD ADMIX. 1 , PLACEMENT AREA & NOTES VCQ-Ct 1 t L- ( ` l Y/ 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 3/06 INSPECTOR(S), NAME(S) PRINTED ' J CC "u INSPECTOR SIGNATURE SIGNED BY 4, tc COMPRESSIVE STRENGTH CEMENT TYPE CA LIZSTM C -1231 ❑ ASTM C417 FIELD REPORT No 102440 No.58955 DATE -- ( —k/ n PROJECT /'7 ,! LOC TION Q SQL 0t ("1 5 (3q s - 1 4 .5 eatit BLDG. PERMIT NO. 06 -099 fl E Y C(94y ENGINEER coo01 CERT. NO. 060 - OWNER TEMP. AT AM AT PM ARCHITECT CONTRACTOR BATCVATA FOR 11 CU. YD. CEMENT FLY ASH C.A. C.A. C.A. FINE AGG. WATER TOTAL DESIGN WEIGHTS 6090 MOIST. 43 36 5 I.0 5 ADJUSTED WEIGHTS 19J,po 5650 .S t A On She Cure Method �1 d/ )gtlr Sefi Z SAMPLING IN ACCORDANCE WITH .� 7 APPLICABLE CODES & SPECS CU. YARDS PLACED DESIGN STRENGTH : mot! ■ ` CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823 - 9800 EVERETT (425) 259 -0817 FIELD REPORTS L - Otis `I,c te ... (-('1,G0,/f) t.A,tri�'I PREVIOUS REPORT No `Y 2' 3 L. 4 4 4} DATE r 06 CERT. NO °6 TO _ titi PROJECT , / � E'��1 Olson I LOCATION 6 139-lin 5 f" i VS cw-e 1 44$13 I ° 3 Crlu�tt 4r BLDG. PERMIT N9, q06 2 u. 2&w Q 4 . 1 W 72 RECEIVED Wm HER 1 yV 1 Ly c d y ENGNEER TEMP. AT AT AM PM r,",� JUL 1C [u"L3 /CO.fJ 1 i COMMUNITY AnN DEVELOPMENT ARCHITECT CONTRACTOR (2) INSPECTION PERFORMED X RESTEEUCONCRETE _ RESTEEL ONLY RESTEEL/MASONRY _ STR.ST/WELDING OTHER STR ST /BOLTING (3) ITEMS INSPECTED _ FOOTINGS _ AUGER - DRILLED \I CAST PILES � PIIER 14 - ` -- FOUNDATIONS _ SLAB COLUMNS - WALLS BEAMS ( LOCATION (AREAS) /� kkt tf t LI d f A'r de'bdi� %I �1 ijcuc 11 J CONCRETE/MAASONRY SUPPLIER 5 S et ( 6ef 7 -, MIX NO. 650 In 3 1 DESIGN STRENGTH TOTAL Cu. SPECIMENS SEE CYLINDER /� (f'c) i I * ' • '' o-ii YD. PLACERS 'rC• ( Cr SLUMP (INCHES) AIR CONTENT ( %) S f i.{ ,.,y e l I 1 1 7c' € Eta( d LA CAST. /' 6( (2 C3 ! XIS C', REPORT NO !' 7 S5 I L YES _ NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS _ REMARKS: a (I &e5-ee i VUJs 1L/ (.(.2ce f3 (k- rat C 3 -1 p p c rOV p Q4 Lc 3, t. L( CA P{5 e 1 C� ay r- ,.iced &A) elc- vvtcc fake-EL col.), & )AisspicteccL b y cuAlp cervg celvsofo mcrk,, 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 7/05 COPIES TO' A id 1 INSPECTOR(S), NAME(S) PRINTED � yKt INSPECTOR SIGNATURE 72 \ ?f G / SIGNED BY CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK g Zoe A -13 E-zo -7 6 X 17 2 -Tt Vs o rases RZos l - 7- II D / ' /23Sc 50ro 8zort l - 7 - I yg 13 y 4 TI TO CASCADE TESTING LABORATORY, INC TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 96034 EVERETT COMPRESSION REPORT FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO l3 THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRE ION �M[ I.D. #CC00000 SAMPLE P/U DATE S. — TEST METHOD (3 (4251 823 -990 (A251259.081 ATTN THE FOLLOWING WAS NOTED: I .13 / 3/A- , �� R WOOcU ji1L j 7a O 7 TRUCK SAMPLED4 TRUCK TICKET NO. 6811 90 M X NO. 12Y TIME SLUMP ASTM C-143 LtK %AIR UNIT WEIGHT ASTM C -136 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR 6$ COMPRESSIVE STRENGTH 1 i f No. 5871 FIELD REPORT No D DATE 6--I3 -06 BLDG. PERMIT NO. 19 06- o9, CERT. NO. 0 - 2$ PROJECT r H 01 lAzt ff LOCATION 39s 45caAe, OWNER AT AM AF7PM CONTRACTOR WEATHER TEMP. '''1 r ' OVGlcc.3r a U+' U•. J EN NEE COMMUNITY as#A' DEVELOPMENT ARCHITEC T CEMENT C.A. C.A. FINE AGG. WATER TOTAL DESIGN WEIGHTS a ' 2r % MOIST. ADJUSTED WEIGHTS On Site Cure Method 4.);.ASTM C -1231 ❑ ASTM C-617 SAMPLING IN ACCORDANCE WITF�. 3 t APPLICABLE CODES 8 SPECS �! SUPPLIER 4+0MBW&VI CEMENT TYPE /51 CU. YARDS PLACED 35,i AEA ADMIX. KI1 CAC12 % DESIGN STRENGTH I�O �/"r `mo PLACEMENT t / �.J' Roos NOTES VI�L.� ll I �C� � vas �lS�-v tJIUS` Il% s for de I,C.P -EC1� 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 3/06 COPIES TO' INSPECTOR(S), NAME(S) PRINTED1J Sr ` `(/ INSPECTOR SIGNATURE I SIGNED BY CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK g207 &-H 3 b -zo 1 6 X q zZ --rt y3s3o Sao 8zo -7 -u 1 Szos l --1-(/ t >ic / COMPRESSION REPORT 414, Ta 1 4- 1 13 ! t (Liz 72 1/00061M“,l LGLCi ' OV € ATTN THE FOLLOWING WAS NOTED: AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 EQUIPMENT USED I.D. 2 SLUMP CONE CSLCOO (3 THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar CONCRETE COMPRE ION M I.D. #CCOCO 2I q SAMPLE NU DATE 5.��� TEST METHOD ` L / CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 14 23 -9800 EVERETT I 437 ` c1V FIELD TEST DATA FIELD E O 123` /L REPORT No. /�f 7 DATE E� - 13 -06 L TRUCK SAMPLED"P6 TRUCK TICKET NO.W99Q M X NO.970 1/T TIME 0 SLUMP ASTM C -143 1- 1 - K %AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR - 1z 6t COMPRESSIVE STRENGTH �l, ASTM C -1231 ❑ ASTM C-617 No. 5873n CERT. NO. 0 - 28 PROJECT A Ceth Ofsc4v 395f 52 'l LDG. 7399 OWNER WEATHER I � TEMP7 ENGiNE 090 ARCHITECT CONTRACTOR On Site Cure Method (441 b I PT AT AM Aaa PM BATCHATA FO% 1 Cu.Ye CEMENT CA C.A. FINE AGG. WATER TOTAL DESIGN WEIGHTS Seto 19 MOIST ADJUSTED WEIGHTS RI, .2,6 X4'641 1t}9 SAMPLING IN ACCORDANCE WIT!�i - ?/ .f1 , I� �/ APPLICABLE CODES & SPECS CEMENT TYPE l. CU. YARDS PLACED 3 Sy C < , AEA ) ADMIX. CACl2 % DESIGN STRENGTH )000 5,.0 � / v �, 5 — 25 a _ � / T PLACEMENT a�Ct & NOTES 91�S � Wcc� � vas � c� � i�NS � � r de�N �C•V L'V IM1 -r-ci l l 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 3 /06 COPIES TO: 1 ', ,G(zle 0(x INSPECTOR(S), NAME(S) PRINTED V .S • • `• • L.r far "' 53 I - � / / INSPECTOR SIGNATURE SIGNED BY (o—of z REMARKS: r smr)I(AD. IRON; Y1?4T444.Ak i.l°A 1'YA\D. t t'A4 ,,.1,Dui o/4 1 \011°niir44 ♦14N1\ finrfl.k e nd TA Aoau$k r�,eh.ila v ol \)t ) o , or, J .h stiAu-t )Ac1, fh1hA a \tropoattl .a\j% \ ,\,..4 `p►1hia,,\,`k1ustt . t e1'l 5 rn7-vro -bh v4\1 (X Atsui, t y, \917 "monist p torak .ChA.to . J ` 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 7/05 COPIES TO' 1 - AA. 411 INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY r>4 H ( u4- 1 / tit )u k uAkTso Sl \ 1 \ /OU t9hI 4J� 15, '/ ( CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND. WASHINGTON 98034 (425) 823 - 9800 EVERETT "(#10.759-0817 V E,1' ^ FIELD REPORT ,SUN vC 2 cu 9 F>FO f.4. ep GJ6T. � F�OP C ( / PREVIOUS 'I /; 4 [} REPORT No . No. J.. .. (i DATE GE F>1Ot�lo -Z8 TO' 14fl OJEC K���t I�LScM Va.Stt LOCATION II 1.3 S t k S 4 PUG ell) kU f tLp) T O� 148'8 tin - (ntcRT 1.1.R. BLDG. tur r►.e s;h pp !� p Lt)nnr4 IwN l/i 11= 1 4 in CI 0 oiz. WEATHER Parl, , 1 Svu + TEMP. AT AM AT PM ENGINEER ATTN: ARCHITECT CONTRACTOR - T W1Mfi Co sete L.nNLST (2) INSPECTION PERFORMED ,RESTEEUCONCRETE — RESTEEL ONLY _ RESTEEUMASONRY STR.STIWELDING OTHER STR ST /BOLTING (3) ITEMS INSPECTED — FOOTINGS — AUGER CAST PILES — DRILLED PIERS _ FOUNDATIONS SLAB COLUMNS S WALLS BEAMS — (4) LOCATION (AREAS) t I ) LLS Fn• 0 n-t) I+ (CONCRETEMI AASON SUPPLIER STVUF MIX NO. 44 8114 DESIGN STRENGTH (f c) Bonn pc: WF} \/ TOTAL CU. YD. PLACED (6Qyds SLUMP (INCHES) AIR CONTENT (/) 4 / SPECIMENS CAST y CA! I t.t It N IP SEE CYLINDER REPORT NO , C9702 .J[ YES NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS _ (o—of z REMARKS: r smr)I(AD. IRON; Y1?4T444.Ak i.l°A 1'YA\D. t t'A4 ,,.1,Dui o/4 1 \011°niir44 ♦14N1\ finrfl.k e nd TA Aoau$k r�,eh.ila v ol \)t ) o , or, J .h stiAu-t )Ac1, fh1hA a \tropoattl .a\j% \ ,\,..4 `p►1hia,,\,`k1ustt . t e1'l 5 rn7-vro -bh v4\1 (X Atsui, t y, \917 "monist p torak .ChA.to . J ` 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 7/05 COPIES TO' 1 - AA. 411 INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY r>4 H ( u4- 1 / tit )u k uAkTso Sl \ 1 \ /OU t9hI 4J� 15, '/ ( Date go fer 446/06 I Project Name Plat of Foster Ridge Project No 06 -005 Localise 46 Ave S (al, S 139 Street Weather Mild and Sunny Municipality Tukwila Bldg Permit No. PW03 -106 Lighter/Architect Penhallegon Associates Consulting Engineers (PACE) Chest/Owner Dick Pederson General Ceatractor/Saperinteadnt Grading Centractor/Saperiateadnt Keith Olson Excavating/Keith Olson GARY A. FLOWERS, PLLC GEOLOGICAL & GEOTECHNICAL CONSULTING 19532 12 Avenue NE Shoreline, Washington 98155 -1106 TO: ATTN: AS REQUESTED BY: Keith Olson THE FOLLOWING WAS NOTED: 161 wsaa.sresmo vv•Pcs atArsCrE flarot,' A j &nvti seat Et4 s £(/Pd4-fl* -TLOA1 or 1 Pbi3 on/ VWCtzT 8 6r Sic_ . Aar 7 SYt p AoT5c f--, Star 'pot-',') r-'- w 0 &tre j,rts1;0, tcS.v 6, 0F), ty w1oxstr SXCr. Ma a ter -a c, sec vv a-5 twit-omit> t/tst -Y gat 5 o-p re-12 r COPIES TO: Dick Pederson P.O. Box 1518 Marysville, WA 98270 Dick Phone: 206 -417 -7640 Pc TO Olt s ac.- cxc Pallet (Mt at•saal$ sort. • 3t- Fowl ANt .6104)•- Vatc...t...47r:;aVe AND Tukwila, Greg Villanueva Fax 206 - 431 -3665 DATE MAILP.4: Left on -site for contractor FIELD REPORT DST1An oM VA- t- jCcAritCON sniks P-zt6 5v�, r41ir f t' s.rip" Trani ✓sor,T, RECEIVED JUN 21 2006 DEPARTMENT 19532 12 Avenue NE, Shoreline, WA 98155 -1106 D06 9 7 A-7Z0 aJ EXPIRES 11 -28.06 FIELD REP.: Jamey Battermann, P.E., L.G. PRINCIPAL / PM: Gary Flowers, P,G., P.E,G. Pace 1 vat—C(.. Fax: 206-686 -3834 (PACE M Engineering Services Company June 13, 2006 Mr. Dave Larson Sr. Building Inspector City of Tukwila Building Division 6300 Southcenter Boulevard Tukwila, WA 98188 Subject: Foster Ridge Short Plat Detention Vault Dear Mr. Larson: On May 9 2006 the PACE Engineers, Inc. survey department provided a layout for the Foster Ridge Short Plat detention facility that included offsets with grades to the inside corners of the vault. Layout was based on project design information provided by PACE Engineers, Inc. Engineering Department. The offset locations and elevations fall within the parameters of the approved design plans. Please call or e-mail me at bene(a oaceengrs.com if you have questions or require additional information. Sincerely PACE Engineers, Inc. Ben Ehrich Survey Project Manager P:\P98 \98673\Doc \CA \061306 Vault Letter.doc Engineers i Planners 1 Surveyors RECENED 'JUN 14 2006 commuNtr oEvaopm PACE Engineers, Inc. Kirkland Office 11255 Kirkland Way I Suite 300 I Kirkland, WA 98033 p 425.827.2014 I f 425.827.5043 paceengrs.com test Number Test Location Elevation Reference Compaction Curve Maximum Dry Density Ibora. t Pill Mxxehae % Teat Dry Density lbsio . R % of Maldmun Dry Density Retaining Will —Top Level - 1 approx 7' east of edge SO A 130.3 10.1 123.7 95 2 approx 6' west of edge SG A 130.3 9.8 126.6 96 3 center SG A 130.3 9.8 127.8 97 Middle Level 4 center against wasll SO A 130.3 9.7 126.8 96 5 Center approx. 3' out of wall SG A 130.3 9.7 126.8 96 Lower Level 8 10' west of edge SO A 130.3 10.0 126.4 96 05/22/2006 14:38 FAX 4257460860 gj003 /005 Earth Consultants, Inc. A Bureau Yentas Company 1805 136th Pia NZ 9 201 BcIIz a, WA MOOS Mow (425)643.7780 Fax (425) 7460860 Toll Fie, (888) 7394670 Dally Density Test Report Grading Contractor Field Rep. Mike M 71me On Site 12:00 Travel Time .25 Permit No. Job No. 12446 -1 Time Off Site 1:00 Milos 15 Hn. Charged Project Job Location Solem Property 5155 South 160th Street, Tukwila General Contractor Gene Cont a:tots Superintendent CJB Conatuction Javier Buono Grading Fannon Pepe of 1 Data 6!17/06 Report No 2. Day of Week Wednesday Weather Sunny/70s Vit Rors CI ent Owner Gordon Solem Received urethanes By Checked By I Data Are approvedpians/Permlte on aka? U Yes U No Project No. Permit No. if No, contact the building department or explain below. Supplementary Report As requested a representative for EC was on site to conduct soil density tests on the retaining wall. The retaining wall has three levels (top, midd e, lower). All levels were tested. All soil density tests achieved a minimum value of 95% or better. ECI will return as requested. Michael McGowan 206-255-4723 RECEIVED JUN 0 7 2006 BUILDING DEPARTMENT COPY TO: CONTINUED ON NEXT PAGE 0 DS Oyer Teo Rogan wt. war ( { CORPORATE OFFICE 911 ISeh Avenue, suite 100 Kirkland, Washington 98033 (4281827.7701 FAX (423( 827 -5424 BAT BRIDGE ISLAND OFFICE 179 Madrona lone North Bainbridge bland, WA 98110 (206) 7809370 FAX (206) 780-9438 REVIEWED FOR CODE COMPLIANCE aonnnucn JUN -1 2006 City Of Tukwila RUTLDTN(= 1 1T11TSTON 11 .TBMF Consulting Engineer PROJECT NO. KE96296A February 13, 1998 Revised November 13, 1998 • FILE Copy . PREPARED FOR RECEIVED !APR 21 20061 DEVEL OPMENT Perm it SUBSURFACE EXPLORATIOq,,GEOLOGIC AND GEOTECHNICAL ENGINEERING REPORT ; - dons, - 272e . p t ASSOCIATED EARTH SCIENCES, INC A-f 11.0 FOUND4TIONS Spread footings may be used for building support for Lots 1 through 5, 9 through 12, and possibly Lots 6, 7, and 8 when founded on or embedded in dense natural soils of Units 3 or 4, or structural fill laced as reviously discussed. We recommend that an allowable bearing Pressure of - NL)hs per square ho6 be utilized for foundation design purposes, including both dead an ve to sa'iacrease of one -third may be used for short-term wind or seismic loading. For Lots 1 through 5, and Lots 6 through 8, if spread footings are determined to be suitable, the perimeter footings must be embedded a minimum of 18 inches into the dense bearing soils. All perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection; interior, footings require only 12 inches burial. To limit settlements, all footings should have a minimum width of 14 inches for one -story structures with 2 inches of width added for each additional story. For Lots 6, 7, and 8, a 25 -foot building setback measured from the outside footing edge to the top of the steep slope is recommended from the top of slope line shown on Figure 1. If it is not feasible to excavate deep enough to embed the foundations into the dense bearing soils and achieve the setback recommended above, a deep foundation may be required . Drilled concrete piers or auger cast-in-place piles may be used in this case. We recommend that 18 -inch diameter piers /piles with a minimum 12 feet of embedment into the medium dense sands be utilized. When suitably reinforced, the piers /piles will be capable of supporting loads on the order of 15 tons per pile. Allowable design loads may be increased by one -third for short term wind or seismic loading. Anticipated settlement of approved, pier/pile supported structures should be less than 1 inch. 13.0 LATERAL WALL PRESSURES All barl fill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. ° Horizontally bacldlled walls which are free to yield laterally at least 0.1 percent of their height, may be designed using an equivalent fluid equal to 40 pounds. per cubic foot (pcf). Fully restrained, horizontally backfdled rigid walls which cannot yield should be designed for an equivalent fluid of 60 pcf. Surcharges from sloping ground, adjacent footings, heavy construction equipment, floor leads, or sloping ground must be added to the above values. Slopes above retaining walls shall be graded to no steeper than 313: IV, The lateral pressures presented above are based on the conditions of a uniform, horizontal backfill consisting of imported sand and gravel compacted to 90 percent of ASTvf:D 1557 with a blanket drain of washed drain rock immediately adjacent to the wail. In lieu of placing a blanket drain, a select import of free-draining sand and gravel may be used to backfill the wall. Free - draining sort is defined as soil containing less than 5 percent passing the No. 200 sieve, based on the minus No. 4 sieve fraction. A sieve analysis of proposed wall backfill is necessary to determine whether or not proposed fills are free draining. A higher degree of compaction (above 90 percent) is not recommended for the wall backfill as this will increase the pressure acting on the wall. A lower compaction may result in settlement behind the wall. As such, testing of the in -place density of the wall backfill is recommended. 1 4 . 4 9 9111 . .r. Ma ' fl � 4a k n u i ¢i. I ^- ' Sc i5 • • ii. /N ,- i_ �i . E Pd . �ticr+sr d ask LEGEND 'Pm Appra cimato location of .xpbratbn p6 axaaraard 1996 O ApproxIMta location of axploratton p t axcav*tud 1991 . A mew A' cross anUon {`— Al t1OE JOHN O. FROM, Mat CONSULTING ENGMEER J AY 1098. Ilk.." ASSOCIATEC EARTH SCIENCES, INC 'I}l l • is 0 SITE AND EXPLORATION PLAN FOSTER RIDGE TUKWILA, WASHINGTON \ ' 1 00 SCALE IN FEET NORTH 200 FIGURE 1 DATE 7/98 PROJ. NO. KE96296A - Forest duff. • F soft, moist to wet, dark brown, silty, fine SAND, trace gravel; occasional dropstones to 9" diameter. - (Fill • UNIT 1) Dense to very dense with depth, moist to wet greenish•gray, silty, fine to medium SAND, trace gravel. (UNIT 3) Dense, moist mottled brown, silty, fine SAND with some gravel. (UNIT 3) Very dense, moist, bluish -gray, silty, tine SAND to fine, sandy SILT with trace gravel and with lenses of fine sand with some gravel. (UNIT 4) 8014 G 15 Note: Slight seepage at 3' and 0'; no caving. _....._._._ ._.:48 AESI PACE 34/36 .EXPLORATION PIT LOGg 0. • 10 10 16 0 5 18 Number EP -12 Number EP -13 Mmi m Forest duff. r Soft, moist to wet, dark brown grading to light brown, silty, fine SAND. (UNIT2) Very dense, moist, light brown, silty, fine SAND with some dropstones. (UNIT 4) Grades to very hard, moist to wet, gray, silty, fine SAND to fine sandy SILT, some slickenside surfaces. (UNIT 4) BOH t© 18' Note: No seepage; no caving. Subsurface 000dldon% depicted opro$ara cur abseriadan n to the and bacon of Ids explarstary hak, morunaa by geologic Inwpntagan. engineerna enelysb, and Judgment. They are not neonatally apretaraahIs of other Pen ad laratlane. We viii not accept responemany tot Ina use or Imerptetaeon by others of Intormsdan Mounted an St teg. Associated Earth Sciences, Inc. 911 Fifth Avenue, Suite 100 Kirkland, Washington 98033 Phone: 206427 -7701 Far OnR_R'7- 9e. Reviewed By allni Foster Ridge Tukwila, Washington Project No. G96296A December 1996 A Division of Kosnik Engineering PC s BY: WITH: COMPANY: PHONE NO: ite tructures Ryan Anderson Ryan Larson City of Tukwila 206431 -2456 RECORD OF CONVERSATION DATE: PROJECT: ICE JOB NO. 6/21/05 Foster Ridge S -05 -063 ITEMS DISCUSSED: Believes no additional requirements for truck loading are required unless under a roadway. 16300 Mill Creek Blvd., Suite G -2, Mill Creek, WA 98012 • (425) 743 -7004 (phone) • (425) 743 -1848 (fax 49 BY: WITH: COMPANY: PHONE NO: ite tructures A DMsion of Kosnik Engineering PC Ryan Anderson Phil Chesman Penhallegon Associates Consulting Eng, Inc. 425- 827 -2014 DATE: PROJECT: ICE JOB NO. ITEMS DISCUSSED: Project will be permitted by the city of Tukwila. Vault will be exposed from rockery line to Northeast corner. One foot of fill over exposed area will be fine. Seven feet of fill over Southwest corner (outlet structure corner). Believes there are no additional requirements for truck loading. RECORD OF CONVERSATION 6/21/05 Foster Ridge S -05 -063 16300 Mill Creek Blvd., Suite G -2, Mill Creek, WA 98012 • (425) 743 -7004 (phone) • (425) 743 -1848 (fax BY: WITH: COMPANY: PHONE NO: ite tructures A Division of Kosnik Engineering PC ITEMS DISCUSSED: Confirmed elevations: Ryan Anderson Peter Penhallegon Associates Consulting Eng, Inc. 425- 827 -2014 Northernmost comer: 194 East side of West rockery: 188 Easternmost comer: 184 North side of East rockery: 187 South side of East rockery: 192 Southernmost corner: 193 Westernmost corner: 199 RECORD OF CONVERSATION DATE: PROJECT: xi JOB NO. 6/21/05 Foster Ridge S -05 -063 A// 16300 Mill Creek Blvd., Suite G -2, Mill Creek, WA 98012 • (425) 743 -7004 (phone) • (425) 743 -1848 (fax • -24 9!ns/v a2n002/4 September.8, 2005 Project No. KE96296B Dear Mr. Friel: JBMF Consulting Engineer P.O. Box 27 Everett, Washington 98206 Attention: Mr. John B. Friel Subject: Review of Detention Vault Plan Set Foster Ridge 46 Avenue South at South 139 Street Tukwila, Washington r , Associated Earth Sciences. Inc. „v. As requested, this letter summarizes our review of development in Tukwila, Washington. We previous geotechnical engineering, report for the project dated February 134 19 13, 1995. RECFIVED . APR 212006 JNI DEVELOP __ FILE Copy Foster Ridge loration and 'sed November We were provided Sheets S1 and S2 of the structural plan set, as well as a topographic map showing the planned location of the vault, both of which were provided by JBMF Consulting Engineers. In general, the reviewed plans accurately incorporate the recommendation of our referenced geotechnical report. We have a few comments from our review of the plans. They • are as follovis: ' 1. Under the "Design Criteria”- section of the structural plan set, the allowable bearing pressure for the vault is listed as 2,500 pounds per square foot (psf) whereas the recommended allowable bearing pressure given in the November. 13, 1998 report is 2,000 psf: Based on the relative density of the encountered soils at the anticipated vault bottom, we recommend that 2,500 psf be used for an allowable bearing pressure for vault foundations. We recommend, however, that a geotechnical engineer from our firm be allowed" to view the foundation subgrade to confirm that conditions are as expected during the construction phase of the project.' Soft or yielding subgrade soils are not suitable for support of the vault and must be removed and replaced Pt recommendations in our geotechnical report. ry ,�`l� f 8� to ipp5 Kirkland 911 Fifth Avenue, Suite 100 • K idand. WA 98033 • Phone 425 827 -7701 • Fax 425 827 -5429 _ Everett 2511 Hewitt Ave_ Suite 2. • Everett WA 98201 • • Phone 425 259.0522 • • Fax 425 252 -3408 VOD I CU 4 2. -We have been requested to determine if a leveling pad will be required below the vault. The relative density of the soils encountered during our original explorations is such that we do not anticipate a leveling pad to be required below the vault. The vault may bear on native soils provided that the native material is very stiff or dense and in a firm and unyielding condition. Soft or yielding subgrade soils are not suitable for support of the vault and must be removed and replaced, as per the recommendations in our geotechnical report. A geotechnical engineer from our firm should be allowed to view exposed subgrade conditions prior to placement of the vault. 3. Under the "Detail Keynotes" on Sheet S2, item number 5 discusses the use of prefabricated drainage panels on the perimeter of the vault walls. We recommend that the language in this section be modified such that prefabricated drainage, if used, is installed in strict accordance with the manufacturer's recommendations. 4. Under the "Detail Keynotes" on Sheet S2, we recommend that a section be added addressing backfill soils to be used around the vault. Soils with high silt contents (i.e., most of the native soils) should not be used as backfill around the vault. Silt soils would likely Interfere with the free - draining properties of prefabricated drainage material or granular fill along the vault wails. We recommend that AESI be allowed to approve the backfill material around the exterior of the vault prior to use. We hope this letter meets your current needs. If you have any questions or require additional information, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington wardo Garcia!P.E. Senior Staff Engineer EGAd XE96296131 Projects \19962961KE\ W P 2 • • —ea Bruce L. Blyton, P.E. Principal Engineer ite tructures A Division of Kosnik Engineering PC October 24, 2005 Mr. Philip Brazil Reid Middleton, Inc. 728 134 Street SW Everett, WA 98204 FILE copy The following is our response to your plan review comments dated October 14, 2005'forthe referenced project Please note we are only responding to the 4ttucturally related comments. Response to other comments, if needed, should be provided by the Owner or his designated consultant. All significant revisions/additions to our drawings have been clouded. In addition, while not a structural issue, we are providing for your convenience a copy of the geotechnical report by Associated Earth Sciences dated February 13, 1998 and revised November 13, 1998. 1: We have provided an item (c) for the placement of the precast prestressed, lid panels under the special inspection section of the structural notes on sheet S2. Dear Mr. Brazil 2-4: Keynote 101 has been changed to 102 for wall sections 1 , 2, and 38/S2, to reflect the -. .. reinforcement described in the calculations. The maximum height of backfill on the perimeter walls at these sections was changed from 5.8' to 6.8'. Attached are the supplemental calculations (sheets 14 -17) related to the wall review with the 6.8' backfill. Keynotes 101 and 102 have been changed to more clearly describe the required reinforcing and backfill limitations. 5: Please see attached letter from Associated Earth Sciences dated September 8, 2005 addressing the geotechnical aspects of the vault as described in the design criteria on sheet S2. The recommendation under item 1 provides an allowable bearing pressure of 2,500 psf. We trust that this information adequately addresses your comments. If you should have any questions, or require additional information, please give us a call Sincerely, Daniel Kosnik, PE President End: Revised Structural Drawings Supplemental Calculations (Sheets 14 -17) Letter from Associated Earth Sciences dated 9/8/05 Geotechnical Report dated 2/13/98 (revised 11/13/98) Cc: John Friel Richard Pederson RECEIVED APR 21 2006 COMMUNI I V DEVELOPMENT Ref: Foster Ridge BLA/Short Plat Infrastructure Reid - Middleton Plan Review Comments rar1 e td0 Col Cfil 10 con Po&-Ot1 16300 Mill Creek Blvd., Suite G -2, Mill Creek, WA 98012 • (425) 743 -7004 (phone) • (425) 743- 1848 (fax) Fte tructures A DMslon of Kosnik Engineering PC (1,0c.o 00 5 ,0 0 pl FOSTER RIDGE Storm Water Detention Vault Structural Calculations for Permit Submittal Project No. S -05 -063 June 30, 2005 RECEIVED 'APR 21 2006 COMMUNITY DEVELOPMENT FILE COPT Permit No. (EXPIRES q- 12..-,xr 1 RECEIVED CITY OFTUKWILA MAR 2 4 2008 PERMIT CENTEN 18300 MIII Creek Blvd., Suite G -2, Mill Creek, WA 98012 • (425) 743 -7004 (phone) • (425) 743 - 1848 (fax) Foster Ridge Storm Water Detention Vault Project No. S-05 -063 STRUCTURAL CALCULATIONS INDEX Sheet Design Criteria 01 Lid Review 02 — 08 Perimeter Wall Design 09 —18 Seismic Analysis 19 — 20 Appendix A: Vehicle Loading Al Pre-cast Plank Section Properties & Load Charts A2 — A3 Truck Live Load & Wall Pressure Charts A4 Geotechnical Report Excerpts AS — A8 Record of Conversation A9 —Al2 Foster Ridge Storm Water Detention Vault DESIGN CRITERIA Code: 2003 IBC Permitting Agency: City of Tukwila Soil Cover: Varies 12" to 87" maximum depth over the vault Lid Loading: HS20 -44 truck loading 150 psf uniform live load Uniform live load not to act concurrently with truck wheel loading. Foundation Design: Foundation design is based on the following values derived from the Geotechnical Report prepared by Associated Earth Sciences, Inc. (11/13/98): Allowable Bearing Pressur Lateral Earth Pressures on Vault Walls: At -Rest Condition: 60 pcf EFW (drained level backfill) Passive Soil Resistance: 350 pcf EFW Seismic Pressure Component: E =24H (At Rest Condition) Coefficient of Base Friction: 0.45 Saturated Soil Density: 125 pcf (typical) Material Requirements: Rebar: Grade 60 Concrete: fc= 3000 psi Lid: Pre -cast, Pre- stressed Hollow Core Plank 12 -1/2" thick. KOSNIK ENGINEERING Project Pastor gi piE date 16300 MILL CREEK BLVD sheet Suite 105, - (425)- 743 -7004 prj. no. PRECAST HOLLOW CORE PLANK REVIEW Lid Data Soil Desiity Soil Cover depth over lid Plank design clear span Design Uniform Live Load Design Superimposed Load 275 psf Plank capacity based on uniform superimposed load tables see appendix A sheet A3 for load span tables Plank span No of tendons Allowable superimposed loads Plank span No of tendons Allowable superimposed loads base of design span of Based on flexural capacity Based on shear capacity Plank capacity based on truck load charts see appendix A sheet A2 for load span chart Allowable soil cover without knee -walls Allowable soil cover with knee -walls 125 pcf ft 16. ft 150 psf 0.5 to 4,5 ft 05toii5ft 16.25 ft 174 psf 517 psf 3o0 psf ciAcr p;7 mica ti/. - - — 1 -CP 0 7/4 - Al CC/SS #10 i spAry CONSULTING STRUCTURAL ENGINEERS KOBNIK ENGINEERING PROJECT: MST? IL IOW? SHEET: DATE: - 30 PROJECT NO' SOS 0403 ...600.C.e...n/ Put C;E Suiters PE' a f r- = 7/64, /coo fir4/k/u covc-A) .77/1 • P4dt/A _SefIerSS. ct nerazALS- 4517ao 1 - 1 17 i /024 Z ;$90) _tal/I)M # 7/49 Ng- '� . " 1 KOSNIK ENGINEERING D TE f0 4 '0c J Tz 2 1211)1/2 PROJECT NO: S OS'0003 CONSULTING STRUCTURAL ENGINEERS PROJECT: _ /fif4l S /,,t Sue4-/L zizymr n 7/S .� - • 1tvt i p i GLOSSARY Comb : Indicates If load condition Is a bad combination (1. bad combination. 0 • Idad case) Load conditions di 8: e1 gP al RAM Advanse File Units system Date Condition Description Dead bad live bad 1.2d1 +1.6» : English : 5/30/2005 8:25:51 AM Distributed force on members Load data Comb. - Category 0 0 1 Condition Member Dirt • Vail Vail Dist1 NOM] IppM] IRI Dist2 In] dl 1 Y - 1025.00 - 719.00 0.00 1 100.00 1 2 Y - 719.00 400.00 0.00 1 . 100.00 1 0 1 Y - 150.00 - 150.00. 0.00 0 100.00 1 2 Y - 150.00 - 150.00 0.00 0 100.00 1 • Ea RAM Advanse File Units system Date Reactions . Node My Y T FY Mx Fx tiN Fz� -i J MZ� : English : 8/30/2005 8:26:17 AM Direction of positive forces and moments Forces 0001 FX FY Analysis Results FZ Moments IIColti Condition dleDead load 1 0.00000 2979.16280 0.00000 0.00000 0.00000 0.00000 2 0.00000 7112.34120 0.00000 0.00000 0.00000 0.00000 3 0.00000 - 1312.49610 - 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 11404.00000 0.00000 0.00000 0.00000 Condition ti-live load . 0.00000 451.86673 0.00000 0.00000 0.00000 0.00000 2 0.00000 1495.66250 0.00000 0.00000 . 0.00000 0.00000 3 0.00000 451.66873 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 2400.00000 0.00000 0.00000 0.00000 0.00000 Condition c1•1.2d1 +1.611 1 • 0.00000 4297.86530 0.00000 0.00000 0.00000 0.00000 2 0.00000 10929.46900 0.00000 0.00000 0.00000 0.00000 3 0.00000 2297.86530 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 • 17524.80000 0.00000 0.00000 0.00000 0.00000 Member forces at fixed stations CONDrnON dl -Dead load M33 V2 M22 V3 Axial Torsion (KIP 1 IKIPI (KQPII KIN IKIPI (KIWI MEMBER 1 0% 0.00 - 2979.18 0.00 0.00 0.00 0.00 11% 2247.77 - - 2083.46 0.00 0.00 0.00 0.00 22% 3713.06 - 1218.57 0.00 0.00 0.00 0.00 33% 4423.25 - 384.50 0.00 0.00 0.00 0.00 44% 4405.74 418.78 0.00 0.00 0.00 0.00 56% 3687.91 1191.21 0.00 0.00 0.00 0.00 87% 2297.16 1932.84 0.00 0.00 0.00 0.00 78% 260.89 2643.85 0.00 0.00 0.00 0.00 89% - 2393.53 3323.85 0.00 0.00 0.00 0.00 100% - 5638.70 3972.84 0.00 0.00 0.00 0.00 MEMBER 2 0 %. - 5638.70 4139.50 0.00 0.00 0.00 0.00 11% 4125.13 -2521.18 0.00. 0.00 0.00 0.00 22% - 1147.44 - 1933.78 0.00 0.00 0.00 0.00 33% 321.86 - 1377.28 0.00 0.00 0.00 0.00 44% 1310.22 451.70 0.00 0.00 0.00 0.00 58% 1845.15 457.03 0.00 0.00 0.00 0.00 87% 1954.11 108.72 0.00 0.00 0.00 0.00 78% 1884.59 539.56 0.00 0.00 0.00 0.00 89% 1004.06 941.48 0.00 0.00 0.00 0.00 100% 0.00 1312.50 0.00 0.00 0.00 0.00 CONDITION 11-En load M33 V2 M22 V3 Axial Torsion Para] IKIPI pcplij IKIP1 PQMM IKiP'll] MEMBER 1 0% 0.00 - 451.87 . 0.00 0.00 0.00 0.00 11% 342.22 - 318.34 0.00 0.00 0.00 0.00 22% 585.93 - 185.00 0.00 0.00 0.00 0.00 33% 671.12. 51.87 0.00 . 0.00 0.00 0.00 44% 857.79 81.88 0.00 0.00 0.00 0.00 58% 525.94 215.00 0.00 0.00 0.00 0.00 67% 275.57 348.33 0.00 0.00 0.00 0.00 78% -93.32 481.66 0.00 0.00 0.00 0.00 89% -580.73 815.00 0.00 . 0.00. 0.00 0.00 100% - 1188.85 748.33'` 0.00 0.00 0.00 0.00 MEMBER 2 0% - 1188.85 - 748.33 0.00 0.00 0.00 0.00 11% - 580.73 . 415.00 0.00 0.00 0.00 0.00 22% 43.32 - 481.86 0.00 0.00 0.00 0.00 33% 275.57 -348.33 0.00 . 0.00 0.00 . 0.00 44% 525.94 - 215.00 0.00 0.00 0.00 0.00 58% 857.79 41.86 0.00 0.00 0.00 0.00 87% 871.12 61.87 0.00 0.00 0.00 0.00 78% 585.93 185.00 0.00 0.00 0.00 0.00 89% 342.22 318.34 0.00 0.00 0.00 0.00 100% 0.00 451.87 0.00 0.00 0.00 0.00 CONDITION c1s1.2d1 +1.811 M33 V2 M22 V9 Axial Torsion [ba't] [rovl PCP IMP/ PCP1 [Ka'n1 MEMBER 1 0% 0.00 4297.87 0.00 0.00 0.00 0.00 11% 3244.88 - 3009.49 0.00 0.00 0.00 0.00 22% 5361.18 - 1758.29 0.00 0.00 0.00 0.00 33% 6381.69 - 544.07 0.00 0.00 0.00 0.00 44% 6339.34 633.18 0.00 - 0.00 0.00 0.00 56% 5268.99 1773.45 0.00 0.00 0.00 0.00 67% 3197.50 2876.73 0.00 0.00 0.00 0.00 78% 183.75 3943.05 0.00 0.00 0.00 0.00 89% - 3801.40 4972.38 0.00 0.00 0.00 0.00 100% - 8885.08 5964.73 0.00 0.00 0.00 0.00 MEMBER 2 0% - 8665.08 - 4964.73 0.00 0.00 0.00 0.00 11% - 4679.31 - 4009.42 0.00 0.00 0.00 0.00 22% - 1526.24 - 3091.19 0.00 0.00 0.00 0.00 33% 827.13 - 2210.07 0.00 0.00 0.00 0.00 44% 2413.77 - 1386.04 0.00 0.00 0.00 0.00 58% 3286.84 -559.11 0.00 0.00 0.00 0.00 67% 3418.72 210.73 0.00 0.00 0.00 0.00 78% 2902.99 943.47 0.00 0.00 0.00 0.00 69% 1752.43 1639.12 0.00 0.00 0.00 0.00 100% 0.00 2297.87 0.00 0.00 0.00 0.00 . • 51-ILE I: r lj yil, KOSNIK • • DATE: lo illii ENGINEERING rD WI 12 12-17)bk PROJECT NO: CONSULTING STRUCTURAL ENGINEERS . . • . , 4 a i ft,. swot ..., at---_-' „.• -I al b-a or - _r____ egautte. /- ea 9 , 0 C Ar Ads, ateeffitm .0 -..7._ %/ • rhis) r___ is . 7 " ( . d _kied_i_c_Aui cccAnifiel 2=.1g/a/eL, , • • 7 = 5frt " Ir- 7 __ _________ fi-t 1 elAteMaAteet. rs -b--6Z7f--3-6:1C-Pfr-- _Act_ 4 ‘ - t CONSULTING STRUCTURAL ENGINEERS aria/or/ kiCri I 1 4 R4.& -79_b 7 I Mil 7t-pri- Mreac lav lit. fi t" 1 mw fita KOSNIK ENGINEERING PROJECT: frsTizia •lov.2._ ,/ filtv a/1/ s• (qI t/ 7f SHEET: I C) DATE: £p - OS PROJECT NO: S-os- ocA0.3 KOSNIK ENGINEERING Project F(5Spz4Z. Q I Db't sheet 16300 MILL CREEK BLVD Suite G2, - (425) - 743 -7004 Design Data Soil Desiity Soil Cover depth to the top of the wall Wall height Active Soil Pressure EFW Surcharge Information uniform S1 = truck Ws = Critical Design Surcharge pressure = Calculated Design Forces W1= 518 W2= 570 M1 = 5844 M total M2 = 3300 Wall Reinforcing Wall thickness Clear Cover Rebar Size Rebar Area Bar spacing Rebar strength fy= conc strength fc Load Factor = Anchorage at Top of the Wall Shear capacity of Dowel = Bearing capacity of Dowel = Ru 5381' plf 10$60' plf 7875. plf Anchorage at Bottom of the Wall Fl = F2 = 4; sq-in ,e ;= 50 ksi 300U' psi Ru = 6825 plf Nominal Shear friction capacity of the footing to wall Dowel 13464 plf QUA- P 6N w ( 10 inches inches psf (on surface of ground) Equiv Ws = 72 psf t5: psf ( on surface of wall - see design chart ) 25 pcf h ft ft Ps pcf 84 psf (on the surface of the wall) 4921 lbs 2707.5 lbs 9144 ft-lbs Assume comp block = Depth to CL of bar = d-a/2 = calc comp block = phi Mn = Mu= Rebar Dowel Size = Dowel Area = Dowel strength fy= �- Dowel Spacing = Dowel brg length = cons strength fc = Ws1 = 300 psf Ws2 = 570 psf R top = 3363 lbs R bot = 4266 lbs 1.4246 ft-lbs 14630 ft-lbs s�+k. xm O.86 inches 7.63 inches 7.195 inches 0.86 inches ;44 sq -in 60 ksi 12 inches 2.5 inches 3000 psi date O ,&b prj. no. S— DS Rebar Dowel Size = ' 6 Dowel Area = 0.44 sq -in Dowel strength fy= 60 ksi Dowel Spacing = 12 inches Coefficient of friction = 0.6 smooth surface KOSNIK ENGINEERING - Project t 1-4 Db't 16300 MILL CREEK BLVD Suite G2, - (425)- 743 -7004 Design Data W1= 593 W2= 570 M2 = 3300 Wall Reinforcing Soil Desiity Soil Cover depth to the top of the wall Wall height Active Soil Pressure EFW Surcharge Information Calculated Design Forces Wall thickness Clear Cover Rebar Size Rebar Area Bar spacing Rebar strength fy= conc strength ft Load Factor = Critical Design Surcharge pressure = Anchorage at Top of the Wall Ru = & , plf Shear capacity of Dowel = • „ "'10560 plf Bearing capacity of Dowel = 7875 plf Anchorage at Bottom of the Wall Ru = , 7395 plf Nominal Shear friction capacity of the footing to wall Dowel 16157 plf 25 pcf `6 ft 5ft . 5o pcf Fl = 5633.5 lbs F2 = 2707.5 lbs M1 = 6690 M total= 9990 ft-lbs inches Inches 4' sq -in ,1 0: inches ksi 3000 psi psf (on the surface of the wall) Assume comp block = Depth to CL of bar = d -a/2 = calc comp block = phi Mn = Mu= Rebar Dowel Size = Dowel Area = Dowel strength fy= Dowel Spacing = Dowel brg length = cons strength ft = Ws1 = Ws2 = uniform S1 = © psf (on surface of ground) Equiv Ws = 73 psf truck Ws = ' 35 psf (on surface of wall - see design chart ) inches 7.63 inches 7.105 inches 1.04 inches 16881 ft-lbs 15984 ft-lbs 44 sq -in 60 ksi 12 inches 2,5 inches 3000 psi sheet I 2 date (p- 30 - US prj. no. S — (S - & R 360 psf 570 psf R top = 3719 lbs R bot = 4622 lbs Reber Dowel Size = 6 Dowel Area = 044 sq -in Dowel strength fy= 60 ksi Dowel Spacing = 10 inches Coefficient of friction = 0.6 smooth surface KOSNIK ENGINEERING 16300 MILL CREEK BLVD Suite G2, - (425)- 743 -7004 Design Data Surcharge Information uniform S1 = truck Ws = WA, pgcavu Soil Desiity Soil Cover depth to the top of the wall Wall height Active Soil Pressure EFW Critical Design Surcharge pressure Calculated Design Forces W1= 743 W2= 570 M1 = 8382 M2 = 3300 Wall Reinforcing Wall thickness Clear Cover Rebar Size Rebar Area Bar spacing Rebar strength fy= conc strength fc = Load Factor = Anchorage at Top of the Wall Nominal Shear friction capacity Project �1 5c £ 1171`7 sheet / 3 Ru = 70131 plf Shear capacity of Dowel = 10560 plf Bearing capacity of Dowel = ;7875 plf Anchorage at Bottom of the Wall Ru = . 8535 plf of the footing to wall Dowel 17952 plf 150 psf (on surface of ground) Equiv Ws 35 psf ( on surface of wall - see design chart ) Fl = F2 = M total 11682 ft -lbs Inches inches sq -in Inches 60 ksi 00 psi W 63; psf (on the surface of the wall) 7058.5 lbs 2707.5 lbs oft* Assume comp block = Depth to CL of bar = d-a/2 = calc comp block = phi Mn = Mu= Rebar Dowel Size = Dowel Area = Dowel strength fy= Dowel Spacing = Dowel brg length = conc strength fc = Rebar Dowel Size = Dowel Area = Dowel strength fy= - Dowel Spacing = Coefficient of fiction = Ws1 = Ws2 = R top = 4432 lbs R bot = 5334 lbs a5 inches 7.63 inches 7.05 Inches 1.15 inches 18612 ft-lbs 48691. ft-lbs 6 A4 sq -in 60 ksi 12 inches 2,5 inches 3000 psi date lc - 3b — GS Pd. no. - bS -Dlo3 480 psf 570 psf 72 psf 6 0.44 sq -in 60 ksi 9 inches 0.6 smooth surface KOSNIK CONSULTING STRUCTURAL ENGINEERS ENGINEERING • SHEET: DATE: fr PROJECT: tVg 12 Ibb'7 PROJECT NO S s"" 5(J 77 t, er,e- werfittbA/A' 1_14 cepncea, ..33 IIIM eiwyne-s-a • fr 70e S 14 r .c(/& /f4 # be /rete efabSi - an /OP s• /2 / /fan 42 Oyo RAM Advanse File : C1Program Flles1RAM Advanse 6.5ENV)ataVorest ridgeAVW Units system : English Date : 6/29/2005 4:29:19 PM GIOSSARY Comb Load'conditions Condition Description 112o water SH soli high SL soil low Distributed force on members Seism VI d1 : Indicates If load condition is a load combination (1s load combination. 0 • load case) az V2 Self weight multipliers for load conditions Load data Pagel Comb. Category 0 LL O LL D LL Condition Member DIr1 Veil Va12 Diet1 % DIst2 Y. 1ppml (1<101 [ft] H2o - 1 Y 0.00 - 593.00 0.00 1 100.00 1 SH 1 Y 0.00 290.00 4.00 0 9.50 0 SL 1 Y 0.00 140.00 7.00 0 9.50 . 0 Self welaht multiplier Condition Description - Comb. MultX MuttY Mufti H2o water 0 0.00 0.00 0.00 SH soli high 0 0.00 - 0.00 0.00 SL soli low 0 0.00 0.00 0.00 E m l RAM Advanse File Units system Date : English : 6/29/2005 3:37:06 PM Member forces at fixed stations Analysts Results 4M1,e Cr°,2vie tazt-jx \ CONDITION e1•H2O +8H M33 V2 M22 V9 Axial Toulon IKiP'nl KIPI IKI MN IKJP1 (KIP'RJ MEMBER 1 0% - 0.00 - 785.01 0.00 0.00 0.00 0.00 11% 818.39 - 750.24 0.00 0.00 0.00 0.00 22% 1559.37 445.91 0.00 0.00 0.00 0.00 33% 2155.52 -472.04 0.00 0.00. 0.00 0.00 44% 2531.52 - 229.92 0.00 0.00 0.00 0.00 56% 2832.02 41.31 0.00 0.00 0.00 0.00 67% 2440.51 323.34 0.00 0.00 0.00 0.00 78% 1945.81 616.17 0.00 0.00 0.00 0.00 89% . 1135.90 919.80 0.00 - 0.00 0.00 0.00 100% 0.00 1234.24 0.00 0.00 0.00 0.00 CONDITION e2=H2O+8L M33 V2 M22 V3 Axial Torsion KIM/ IKIP1 (KIptl IKIPI KM Part] MEMBER 1 0% . 0.00 - 923.57 0.00 0.00 0.00 0.00 11% 962.64 488.79 0.00 0.00 0.00 0.00 22% 1851.87 - 784.47 0.00 0.00 0.00 0.00 33% 2594.27 - 610.59 0.00 0.00 0.00. 0.00 44% 3118.43 - 367.17 0.00 0.00 0.00 0.00 56% 3344.93 -54.20 0.00 - 0.00 0.00 0.00 87% 3206.37 328.32 0.00 0.00 0.00 0.0D 78% 2827.88 776.16 0.00 0.00 0.00 0.00 89% 1582.53 1243.59 0.00 0.00 0.00 - 0.00 100% 0.00 1718.18 0.00 0.00 0.00 0.00 Pagel II cep/lc-Co Fi l m RAM Advanse FSe Units system Date : English : 6/29/2005 3•38 PM Member tomes at fixed stations Analysts Results mitt frt1vtezv A ' CONDITION c1 =1.5H2O +SH M33 V2 1122 V3 - Axial Torsion Kieft] IKIPI IKIP'ft1 IKIPI IKIPI KIWI) MEMBER 1 0% 0.00 ' 1254.47 0.00 0.00 0.00 0.00 11% 1305.81 - 1202.31 0.00 0.00 0.00 0.00 22% 2501.50 - 1045.82 ' 0.00 0.00 - 0.00 0.00 33% - 3478.95 - 785.01 0.00 0.00 0.00 0.00 44% - 4122.14 - 421.18 0.00 0.00 0.00 0.00 58% 4344.99 6.54 0.00 0.00 0.00 0.00 67% 4092.31 479.83 0.00 0.00 0.00 0.00 78% 3315.99 998.89 0.00 0.00 0.00 0.00 89% 1967.92 1583.14 0.00 0.00 0.00 0.00 100% 0.00 2173.15 0.00 0.00 0.00 0.00 CONDITION c2=1.5H20+SL 1133 V2 1122 V3 Axial Torsion IKI IKIPI IKin'ft] IKiPI IMP] IKIP'ftl MEMBER 1 0% 0.00. - 1393.02 0.00 0.00 0.00 0.00 11% 1452.06 - 1340.88 0.00 0.00 0.00 0.00 22% . 2794.00 - 1184.38 0.00 0.00 0.00 0.00 33% 3915.70 - 923.57 0.00 0.00 0.00 0.00 44% 4707.05 -556.43 0.00 0.00 - 0.00 0.00 56% 5057.91 -88.97 0.00 . 0.00 0.00 n no 67% ' 4858.17 484.81 0.00 0.00 0.00 0.00 78% 3998.28 1158.68. 0.00 - 0.00 - 0.00 - 0.00 89% 2394.55 1886.93 0.00 0.00 0.00 0.00 100% - 0.00 285710 0.00 0.00 0.00 0.00 Pagel It. /roc 4 tH _ KOSNIK DATE: (0 - 1 D - 05 1 ENGINEERING CONSULTING STRUCTURAL ENGINEERS fif PiDber PROJECT NO: S - CC -- OLDS PROJECT: -- fennel .4 MaraTi 97f L X, , see/ i ,•• -et. " /./eS 1 "1 r V (kil 0 j I I o 0 rkre 4tAgestii- co 1 ceP , A. ot,f2t,f- / H --- 1.14 ; rt wi 3 OOO ,r I I MAO krI W lei 4. 1 r- F -1 ----”ri: 1 41 1 __s_ye. _.,t Wa 580011 -004005, Vac 5.8.0, 1- Dec-2003 ASCE 7 -02 Earthquake Load Calculations (c)1083-2003 ENERCALC Erginaeting S"n"are 4 Description Occupancy Cateaory ASCE 7 -02 Table 1 -1, 2003 IBC Table 1604.5 "1" : Buildings and other structures that represent a low hazard to human life in the event of failu Occupancy Importance Factor 1.00 ASCE 7 - 02 9.1.4 Seismic Use Group = 1 ASCE 7 - 02 Table 9.1.3 ASCE 7 - 02 9.4.1.1, 2003 IBC 16151 Ground Motion Latitude = Longitude = Location : Max. Ground Motions, 5% Damping, from USGS 1996 maps : S S S I Site Classification ASCE 7 -02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1 "D" : Shear Wave Velocity 600 to 1,200 ft/sec Site Coefficients Fa 8. Fv (using straight -line interpolation from table values) Fa = 1.00 Fv = 1.52 Maximum Considered Eartauake Acceleration ASCE 7 - 02 Equation 9.4.1.2.4 - 1 & 2, 2003 IBC Equations 16 & 16 Seismic Design Cateaory SMS = Fa • Ss SMI = Fv•S1 Design Spectral Acceleration Sps=SMS SD1 = S M1' 2/3 = 0.934 0.488 Basic Seismic Force Resisting System Response Modification Coefficient " R" System Overstrength Factor " Wo " _ Deflection Amplification Factor " Cd " _ 16300 Mill Creek Blvd. Suite G -2 MITI Creek, WA 98012 (P) 425.743.7004 47.489 deg North 122.303 deg West Seattle, King County, WA 98168 = 1.400 = 0.732 0.00 0.00 0.00 Title: F "STE2 gx Job# 5- e9-o63 Dsgnr. Date: 3:07PM, 29 JUN 05 Description : Scope: = 1.400 g, 0.2 sec response = 0.482 g, 1.0 sec response = D ASCE 7 -02 9.4.1.2.4, 2003 /80 1615.1.2 ASCE 7 -02 9.4.1.2.5, 2 -3 /BC 1615.1.3 = D ASCE 7 -02 9.4.21, 200318C 1616.3 (SDS is most severe ) ASCE 7 -02 Table 9.5.22, 2003 /BC Table1617.6.2 NOTE! See ASCE 7 -02 for all applicable footnotes. Building height Limits : Category 'A & B' Limit: Limit = Category 'PC" Limit: Limit = Category *1) Limit: Limit = Category "E" Limit: Limit = Category 'F" Limit: Limit = SITE STRUCTURES 16300 Mill Creek Blvd Suite G2, (425)-746-7004 Vault Seismic Analysis X Vault Length = L A' Soil Density Weight of Soil Wt soil := L. Wsc 1000 90 Weight of Lid Wt L W 1000 IBC 16 PLAN LSI rw7 ;:p shear capacity of concrete rdirge V:= 1.25 Wtotal ds • 0.5 epi 0.85.12.t :000 Project r-,--sre,t Vault Wdth =w r'ffv„, 4 T1 11 Arts ..Gar n:Stit4t ;.:44t:, ID a=44 . n" " a Wall Thickness Weight of Walls Wt := (2.W + 3-L).tw. — h) 150 ( 2 . 1000 Total Weight w to•ai := Wt soil + Wtiid + Wt walls Average Soil Cover Depth = sc S ds 1.2— = 0.249 R shear distributed over 90 % of shortest length of wall (d assumed to be 90 % of the vault width) for f := 3000 psi SECTION r t ,,, 4 H7 IT;I Tt . .45 3 ! V = 120.213 k ok ' , W 7vfl htt Wt = 254.757 Wtlid = 91.713 Wt walls = 136.183 Wtotal = 482.653 for concrete shear walls V 2 9 W Sheet 2-0 Date (c---bc Prj. No. - °5 - o(=) Wall Height = h APPENDIX A SITE STRUCTURES Project 16300 MILL CREEK BLVD Suite G2, - (425)- 743 -7004 FRONT AXEL: REAR AXEL #1: REAR AXEL #2: P 0 0 - rye 2 ° k , e - Ni= 0 •lasce I spa0 6 ►t5ZO -44 32,00Dth 32,000.t a l 1 4 10' bnx 4,0001b HS13 -44 2400 tb 24,000-6 axle etruck � —Some as corresponding 044 T 0.4W " H,S7O -44 72,000LBS 8,000LBS 32,000LBS 32,000LBS W • combined weight at lire two axles V ■ Criable, use casing which produces mepsftwm stress . For design of stabs, centerEat at wheel to be 1 ft alone curb sheet date (0 30 -IC prj. no. S -DS - Dt'n'3 HS25=44 90,000LBS 1 0,000LBS 40,000LBS 40,000LBS • i n i CJ.a CC 171 • ourI'I l-UIYI n ULWY LUKE' . 1 5ig CONCRETE TECHNOLOGY CORPORATION 4-Q-- 12%" HOLLOW CORE SLAB HS20 -44 0 8- 8 - 14 16 18 20 = Number of Riled Voids required for 2' -0" at each end of each slab. 22 24 26 28 SIMPLE SPAN (ft) a H520-44 MAY - 5 2005 11 Strands (y" = 135 pct) 30 14' 32 34 P.2/4 • 36 38 MANUFACTURERS OF PRESTRESSED - CONCRETE • TACOMA, WASHINGTON 04F0$ ALLOWABLE SUPERIMPOSED LOAD In pounds per square foot Effective Prestress (KIPS) No. of 1/2" e STRANDS SIMPLE SPAN In feet 28 32 36 40 44 48 52 56 60 70.7 77.7 101.3 124.8 148.4 172.0 195.5 219.1 242.7 co a N co h aD co 0 I 78 126 ® 221 267 307 343 378' 413' 44 80 117 153 186 216 243 270 297 20 49 78 106 129 153 174 195 217 26 50 70 89 108 125 142 160 27 43 59 74 89 103 117 2280 2 23' 31' 40 24' ,0j CONCRETE TECHNOLOGY CORPORATION A� DIMENSIONS FOR DETAILING to SPAN -LOAD TABLE 121/2" HOLLOW RE SLAB 6' 111/2' wit 11 11/2' 7 t 11/a• 3'•1 The (4' -0' Nominal Width) SECTION PROPERTIES (with shear keys grouted) 1a •. a.•,.,- • ..•••...._..w a•• ...... t "/,6' 1The A = 313 In Zt =1019 Ina Zb = 947 h w = 84 psf I = 6136 in Yt = 6.02 In Yb = 6.48 In NOTES: 1. The values given In this table are based on hollow core slabs without shear reinforcement Superscripts (1, 2, etc.) following values In the table indicate the number of filled voids required at the ends of slabs to develop the allowable superimposed load. See page 2, 'SHEAR' for discussion. 2. Asterisk (7 following values in the table indicate that the total deflection under all loads is greater than L/360 but less than U180. 3. Interpolation between values Is acceptable. Do not extrapolate values Into the blank spaces of the table. 4. These Span -Load Tables are intended as an aid to preliminary sizing. Sound engineering judgement Is required for the application of this Information to specific design cases. ( ) La U 4 BRIDGE AND STRUCTURAL Standard No.A -4 DESIGN DIVISION Sheet No. 8 of 19 HS 20 - 44 TRUCK LIVE LOAD ON WALLS • • • • 4 4 L T 4 a 0 0 to. I © Q 200 300 400 AVERAGE UNIFORM HORIZONTAL LOAD /i.,� 11 -01 -2006 KEITH OLSEN 1610 5 ST MARYSVILLE WA 98270 RE: Permit No. D06 - 099 Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be In writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 12/27/2006, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, zo: Permit Fife No. 006 -099 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 April 20, 2006 File No. 262006.005/00501 Dear Mr. Benedicto: Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Foster Ridge Detention Vault (D06 -099) 1. Design drawings for precast, prestressed concrete floor systems. 1. Concrete placement at concrete construction: Continuous. 2. Reinforcement at concrete construction: Periodic. 3. Installation of precast prestressed concrete floor panels: Periodic. WI:WED IAPR ,, 1 7006 CUr.iwutll . DEVELOPMENT We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments, which were made via telephone. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The following deferred submittals are identified: Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Associated Earth Sciences, dated November 23, 1998. The following is a summary: 1. Site excavation and grading. 2. Placement of structural fill and soil compaction, where applicable. 3. Verification of soil - bearing capacity. 4. Installation of foundation wall subsurface drainage system. 5. Placement and compaction of foundation wall backfill, where applicable. Structural special inspections by qualified special inspectors should be provided. The following is a summary: Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Sheet SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila April 20, 2006 File No. 262006.005/00501 Page 2 Enclosed are three sets of the revised structural drawings, structural calculations, excerpts from the geotechnical report, and correspondence from the geotechnical engineer and structural engineer for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. idSte P ip Brazil, P E, S E Senior Engineer Enclosures cc: Keith Olsen, Keith Olsen Excavating (by surface mail) Don Kosnik, Site Structures (by surface mail) dop: \do c\26 \p lanrevw \tukwila \06 \t005 r l . doc \prb Reid iddleton April 10, 2006 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Foster Ridge Storm Water Detention Vault —006-099 South 139th Street and 46th Avenue S, Tukwila Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 2003 International Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sincerely, 43fiakiiL Alt Brenda Holt, Permit Coordinator encl xc: Permit File No. D06 -099 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Q1Documents\Structural Consultant 006-099 - structural review.DOC Page I of I bh 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 -431 -3665 March 30, 2006 Keith Olsen Keith Olsen Excavating 1610 5 St Marysville, WA 98270 Dear Mr. Olsen: City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application # 1 Development Permit Application D06 -099 Foster Ridge — S 139 St & 46 Av S This letter is to inform you that your application received at the City of Tukwila Permit Center on March 24, 2006 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department(s) needs to be addressed: Building Department: Allen Johannessen, at 206 433 -7163, if you have any questions concerning the attached comments. 1. Provide a site plan that shows the location of the project. Please note that the site plan must be the same size as the drawing set. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, rshall Permit Technician Enclosures File: Permit D06 -099 P:UennifctMncomplete Letters\2006\D06 -099 Incomplete Lir #1.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 -431 -3665 ACTIVITY NUMBER: D06 -099 DATE: 04 -04 -06 PROJECT NAME: FOSTER RIDGE SITE ADDRESS: S 139 ST & 46 AV S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPA Builain g Drvn vl Fire Prevention ❑ Public rk G 2..�0 Stru ura DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Approved ❑ Notation: Documents/routing slip.doc 2-28-02 APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: JERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Incomplete ❑ TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: Approved with Conditions No further Review Required DATE: DATE: Planning Division Permit Coordinator DUE DATE: 04-06-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 0504-06 Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -099 DATE: 03 -24 -06 PROJECT NAME: FOSTER RIDGE - SW RETENTION VAULT SITE ADDRESS: S 139 ST & 46 AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Buil ing Division ix Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete DI Complete ❑ Comments: TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2.28-02 , PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP 50 M,4- 3 - o-04 It 3.2$'0 Fire Prevention ® Planning Division Structural ❑ Permit Coordinator ❑ DUE DATE: 03-28-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: *Ito Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials:,l. LETTER OF COMPLETENESS MAILED: La No further Review Required DATE: DATE: DUE DATE: 04-25-06 Approved with Conditions ❑ Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 4 71°6 Response to Incomplete Letter # I Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: f* I `l Project Address: 6 1301 61 01/444 1-16 v 4vf ��// S Contact Person: 1\C 1 / vl O( Phone Number: L-t --3 30— 589 g novi4-ed 6"1 Rom [ 4 cr0rc6 Summary of Revision: Plan Check/Permit Number: DOC � 0 ' I City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206431 -3665 Web site: http: //www.ci.tukwila.wa.tcs Sheet Number(s): 'I "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on Ili d �� l l DIP applications \fonns- applications on Tine revision submittal Created: 8 -13 -2004 Revised: Steven M. Mullet, Mayor Steve Lancaster, Director env OF TtilfWiLli APR 042006 r£AAAfr CENTER Parcel No.: 3229200090 Address: Suite No: Applicant: FOSTER RIDGE Receipt No.: R06 -00393 Initials: ]EM User ID: 1165 Payee: TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description doe: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 KEITH OLSEN EXCAVATING Payment Check 1020 PLAN CHECK - NONRES PW BASE APPLICATION FEE 000/345.830 000/322.100 RECEIPT Account Code Permit Number: Status: Applied Date: Issue Date: Payment Amount: 508.82 Payment Date: 03/24/2006 10:16 AM Balance: $402.68 Amount 508.82 Current Pmts 258.82 250.00 Total: 508.82 D06 -099 PENDING 03/24/2006 3874 03/24 9716 TOTAL 508.82 Printed: 03 -24 -2006 x x x x