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Permit D06-254 - Riverton Lane - Retention Vault
RIVERTON LANE DETENTION VAULT 3817 S 130 ST D06 -254 Parcel No.: 7340600803 Address: 3827 8130 ST TUKW Suite No: Tenant: Name: RIVERTON LANE DETENTION VAULT Address: 3827 S 130 ST , TUKWILA WA Owner: Name: KEYSTAR INC Address: 6752 LK WASH BLVD #B15 , KIRKLAND WA 98033 Phone: Contact Person: Name: JIM HUTSON Address: 601 UNION ST, STE 5100 , SEATTLE WA 98101 Phone: 206 550 -6117 Contractor: Name: CHARTER HOMES INC Address: 4616 25 AV NE #598 , SEATTLE WA 98105 Phone: Contractor License No: CHARTHI9621CF DESCRIPTION OF WORK: CONSTRUCTION OF A STORM WATER RETENTION/DETENTION VAULT Value of Construction: $58,000.00 Type of Fire Protection: Type of Construction: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: httn : //www.ci.tukwila.wa.us DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D06 -254 Issue Date: 10/26/2006 Permit Expires On: 04/24/2007 Expiration Date: 05/06/2008 Steven M. Mullet, Mayor Steve Lancaster, Director Fees Collected: $1,435.74 International Building Code Edition: 2003 Occupancy per IBC: doc: IBC -10/06 D06 -254 Printed: 10 -26 -2006 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End TSme: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: N Street Use: N Profit: N Non- Profit: N Water Main Extension: N Private: Public: Water Meter: N I hereby certify that I have read and governing this work will be complied doc: IBC -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.cttukwila.wa.us Permit Center Authorized Signature: ANA, . - Permit Number: D06 -254 Issue Date: 10/26/2006 Permit Expires On: 04/24/2007 Date: n12—tt Steven M. Mullet, Mayor Steve Lancaster, Director permit and know the same to be true and correct. All provisions of law and ordinances er specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the edo r�c e d work. I am authorized to sign and obtain this development �� -/ (O -tX0 permit. x Signature: �1f " V " Z Date: //l Print Name: N. -f1 w. it 1-40,,.._ 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. D06 -254 Printed: 10 -26 -2006 1: * * *BUTDING DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Parcel No.: 7340600803 Address: 3827 5 130 ST TUKW Suite No: Tenant: RIVERTON LANE DETENTION VAULT PERMIT CONDITIONS Permit Number: D06 -254 Status: ISSUED Applied Date: 06/29/2006 Issue Date: 10/26 /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. 4: The special inspections and verifications for concrete construction shall be required. B: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 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. * *continued on next page ** doc: Cond -10/06 D06 -254 Printed: 10 -26 -2006 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and 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. Signature: /1/4"-- Print Name: A) t d ' vvt F 011- LY_ Date: !t7 doc: Cond - 10/06 006 -254 Printed: 10 -26 -2006 Company Name: Mailing Address: Contact Person: E -Mail Address: CITY OF TUKWILA Community Development7Epartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 0"0pamils pka\icc changes pennit application (7 -2004) Revised: 64-OS bn Building Pertn Mechanical Perna Public Works Permit No: Project No 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 Address: 353j So / - J 5)1/ S Tenant Name: ?f/ rnett Prof-14Y Property Owners Name: (. Act J-t /1intt1,5 /he-- Mailing Address: bni v 2 ert- Shed 5/l//t . $700 Company Name: Cr" h t5 . n 4-- Mailing Address: 60 / Orli ?9.t S t Jl) S/O Contact Person: 1 WI 1 . 1%/ 4540, — King Co Assessor's Tax No.: 4. &LO 'oio Sew�lt; city ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: C- 1 /m AC J zg. , 54-tr y eg f //i 'e, ? tot Co /`on5 Page I Suite Number: Floor: New Tenant: ❑ .... Yes ❑ ..No Mt State Name: .1101 H :Y t- Day Telephone: 2.46 -SS0 4:11 7 Mailing Address: 4 / lijitmyt. 5/ 541014- S/DD 5e4.1 /`C L✓ 9 VID / P../1 ) city State Zip E -Mail Address: Si) U hart- P.. /1 th✓i -E-/t irtneS p h[ , CDmt_ Fax Number: ZOO - 3fl -6 9 $ GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) LV ff f l /6l Zip ZDG -SS?, -6/17 City Day Telephone: Fax Number: E -Mail Address: / Contractor Registration Number: (4ii r I- T q& 1 /{ F Expiration Date: 51/0l ZOOg "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 Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: state flit / Zip Zip IRS crest "Area" IV. 50,x- t f �s� ct�jq neg7 City State Zip Day Telephone: '/j /O 4' 13Y@ ` ein/ , rp)IYL Fax Number. yr- 76,9- /!5-7 Valuation of Project (contractor's bid price): $ _ Cgjf•Y ' I � Existing Building Valuation: $ Scope of Work (please provide detailed information): !,0>t 5 / 1143 S 'f e w r t P - Relent . Otte, �i ��vt�__ Clew / 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 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 ❑..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: \ \ptnni\s pLs \icc cbengn \punt application (7 -2004) Revised 6-8 45 an Page 2 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1" Floor 2 n ° Floor - - i 3' Floor 4 Floors - thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport . - Covered Deck Uncovered Deck Valuation of Project (contractor's bid price): $ _ Cgjf•Y ' I � Existing Building Valuation: $ Scope of Work (please provide detailed information): !,0>t 5 / 1143 S 'f e w r t P - Relent . Otte, �i ��vt�__ Clew / 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 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 ❑..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: \ \ptnni\s pLs \icc cbengn \punt application (7 -2004) Revised 6-8 45 an Page 2 Unit Type: Qty Unit Type:. Qty Unit Type: Qty Boiler /Compressor: Qty Furnace <I00K 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/WalUFloor Mounted Heater Ventilation System Wood/GasStove 30-50 HP /1,750,000 BTU Appliance Vent Hood and Duct Water Heater 50+ HP /I,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator— Comm/Ind Other Mechanical Equipment MECHANICAL PERMIT INFCw itATION - 206- 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: City 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): S Scope of Work (please provide detailed information): Use: Residential: New .... ❑ Replacement ❑ Commercial: New .... ❑ Replacement ❑ Fuel Type: Electric ❑ Gas ....0 Other: Indicate type of mechanical work being installed and the quantity below: PERMIT APPLICATION NOTES - Applicable to all permits in this application Value or 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 RE JJAND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER R A R ED AGENT: Signature: Print Name: .J Mailing Address: Date Application Accepted: at gJ/� ry � lam,(`' L�t/`f q :\pumits pk.titt dusla.VKmit apytntioa (1 -2001) Revised 6-145 ss Day,Telephone: > ¢�� w; fv�Sipo , A / City Page 4 State Date: 6' 2- -VIP -cow 7 ff/ffl State Zip Date Application Expires: � f n / up Scope of Work (please provide detailed information): Water District ❑ ...Tukwila ❑... Water District #I25 ❑ ...Water Availability Provided ❑ ...Total Cut cubic yards ❑...Total Fill cubic yards ❑ ...Sanitar Side Sewer ❑...Cap or Remove Utilities ❑...Frontage Improvements ❑...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation _ Domestic Water ❑...Permanent Water Meter Size... WO# ❑... Tempo rary Water Meter Size.. WO# ❑... Water Only Meter Size WO# o ...Sewer Main Extension Public Private 0... Water Main Extension Public Private y:Ppvmib phutic° Changbtpemit application (7-2004) Revised: 64-05 bh Call before you Dig: 1- 800 - 4245555 Please refer Public Works Bulletin #t for fees and estimate sheet. Sewer District ❑...Tukwila \...ValVue ❑..Renton ❑ ...Seattl ❑ ...Sewer Use Certificate \ . Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑...Septic System - For onsite septt ystem, provide 2 copies of a current septic design approval by . hg County Health Department. Submitted with A i • lication mark box which a ...Civil Plans (Maximum Paper Size — 2" x 34 ") ❑ ...Technical Information Report (Storm D inage) ❑ .. Geotechnical Report ❑ /..Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance k\ .. Easement(s) ❑ .. Maintenance A_. - enl(s) ❑...Hold Harmless Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 rs ❑ .. Right-of- y Use - Profit for less than 72 hours C.Right -of -way Use - No Disturbance ❑ .. Right -o ay Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right -of-way Non Right -of -way ❑ .. Abandon Se ❑ .. Curb Cut ❑ .. Pavemen ut ❑ .. Loo s . ' ire Line FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑...Water ❑...Sew ❑...Sewage Treatment Monthly Service Billing m: Name: Day Telephone: Mailing Address: City tip Water Meter Refund/Billine: Name: Mailing Address: Page 3 ❑ .. Highline Work in Flood Zone .. Storm Drainage ❑... Deduct Wat Meter Size Day Telephone: City ❑...Renton ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding State Zip Parcel No.: 7340600803 Address: 3827 S 130 ST TUICW Suite No: Applicant: RIVERTON LANE DETENTION VAULT Receipt No.: R07 -01024 Initials: LAW User ID: 1832 Payee: ARCHER CONSTRUCTION INC TRANSACTION LIST: Type Method Description rinr.• Rnrnint - 08 Payment Check 63990 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us ACCOUNT ITEM LIST: Description Account Code BUILDING INVESTIGATION 000/322.800 RECEIPT Amount 58.00 Current Pmts 58.00 Total: $58.00 Permit Number: D06 -254 Status: ISSUED Applied Date: 06/29/2006 Issue Date: 10/26/2006 Payment Amount: $58.00 Payment Date: 06/05/2007 10:00 AM Balance: 90.00 8970 06/05 9710 TOTAL 58.00 Printwrl• nR.05.2n07 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7340600803 Permit Number: D06 -254 Address: 3827 S 130 ST TUKW Status: APPROVED Suite No: Applied Date: 06/29/2006 Applicant: RIVERTON LANE DETENTION VAULT Issue Date: Receipt No.: R06 -01618 Payment Amount: 871.92 Initials: BLH Payment Date: 10/11/2006 04:25 PM User ID: ADMIN Balance: 50.00 Payee: CHARTER HOMES INC TRANSACTION LIST: Type Method Description Amount RECEIPT Payment Check 7828 871.92 ACCOUNT ITEM LIST: Description Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE Account Code 000/322.100 867.42 000/386.904 4.50 Total: 871.92 0692 10/12 9710 TOTAL 871.92 doc: Receipt Printed: 10-11 -2006 Tukwila City of 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7340600803 Permit Number: D06 -254 Address: 3827 S 130 ST TUKW Status: PENDING Suite No: Applied Date: 06/29/2006 Applicant: RIVERTON LANE DETENTION VAULT Issue Date: Receipt No.: R06 -00961 Payment Amount: 563.82 Initials: JEM Payment Date: 06/30/2006 10:44 AM User ID: 1165 Balance: $871.92 Payee: CHARTER HOMES, INC. TRANSACTION LIST: Type Method Description Amount RECEIPT Payment Check 7372 563.82 ACCOUNT ITEM LIST: Description Current Pmts PLAN CHECK - NONRES Account Code 000/345.830 563.82 Total: 563.82 6963 06/30 9716 TOTAL 563.82 doc: Receipt Printed: 06 -30 -2006 Pro ct; H/1/(r/011 sle' i — 1)9- 1L,tMo#., Type of Inspe tion: V4Ph 1—/N 4 / 7 3 8z 7 S /30 -5--/- Date Called: Special Instructions: Dat � ted ,�rri. / : Requester Phone No: ?O6 - 75S —9 7CP, PERMIT' NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3 INSP NO. proved per applicable codes. INSPECTION RECORD Retain a copy with permit EJ Corrections required prior to approval. COMMENTS: I Date:// r _ • $58.00 REINS FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedyle,rein4pection: 'Receipt No.: 'Date: Project: .I MI/t Type of Inspection: S i _.. \, Add s: 3 A2-7 Se, 1, Date Called: �.�.m. �� Special ructions: ( N �C1 r}�/ J 1 V Date Wanted: � �� Requester: S Phone No: : ZT..3 -9s// INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 , Approved per applicable codes. ty I Corrections required prior to approval. COMMENTS: / h „4.7 CS- ? l -h/ c 41,40.? 97 s 4- e i-e n c //iO 4c -4 4 , ,),%9 � dA n % -r.�i 4 d�U �Cu �ner , "Fla Ada ra / /.>r ��� ,A lam_ 6/ �/ y d/ 1 . j .•,� / /,w, Cf >t , f — F ri, r4\ Inspector: INSPECTION RECORD Retain a copy with permit Date: 2 J 6i (206)431 -3Q70 ❑ $58.00 REINSPECTICfN FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: 'Date: - - �.. . Project:, ct:. ,4J 6, LRAM' Jf /on/ Typ e of Inspection; /sc4j I/4a / i Iin Addre s: ?g22 S /34)gf Date Called: Special Instructions: Date Wanted: l — / — la - P.m. Requester: 1 Phone No: 2.S 3- 7 5/ _ S / S C S? ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit tOa - z5/ INSPECT N NO. PE N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter 81vd., #100, Tukwila, WA 98188 (206) 31 -36 COMMENTS: evtg Dir/5 ;T ,2 / kAs r - -r av c , /) V /Pi / 7tilr./...t Bat 7 a REINSPECTION FEE REQUIRED. Bfior o inspection, fee must be d at 6300 Southcenter Blvd., Suite 10000 Call the schedule reinspection. IRece pt No.: rick ois (Date: DRAW' Corrections required prior to approval. COMMENTS: / p lc:( , // Z /9dl/ / /'n-i / r /44J+'& z sr t - r / /fl/ Y -is -o7 i / �; 4 .ray wi P / fi *Cr rem / /7/4 /A. S . / ./..-•‘ ! el /Ai.✓ '4 C - e / 9rr'Gi✓ A/#) r 1//li, - of An r,,ee/�4 A c/i 47, C d 9At 67/. //i 5 4 � (7,'tq / i ,fr--,-s 62z,, vv . Special Instructions: Date Wanted: 5 / • 5 0 (a.ni; P.m. Protect: g/i /f/ /dAJ L4At/j ;)c b./L Type of inspection: e,u 1/%//7` / - , n / 1 / Address: 3 2 7 3 /36 Date Called: Special Instructions: Date Wanted: 5 / • 5 0 (a.ni; P.m. Requester: Phone No: INSPECTION NO. CITY dF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 2HM INSPECTION RECORD Retain a copy with permit PERMIT NO. Corrections required prior to approval. !Date: S - 7 5 ---0- 7 .00 REINSPECTION FEE REQUIRtD. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: !Date: Pro'ect; /U(7&ij LANG IVie- Aii�t/U Type of Iluspectign: -. U /d YiN-9/ Adddddress: se27 S /Id si Date Called: Special Instructions: Date Wanted: .5 / 4 / — o 7 Requester: Phone No y. >/- 8 ' - -7 /INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Zs 67 C orrections required prior to approval. COMMENTS: / Pe /n 7 i 1 4/747/7 /C/// / /e° // -// Ln /) Ins ctor: 'Date 06 REINSPECTION REQUIR D. Prior o inspection, fee must be p i at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. I Recei t No.: (Date: COMMENTS: /), A /.v Type of Inspection: _ // ///r.1/ ddY // iLD41:C/15 /' -1 Address: 817 S /30 5-4 Date Called: 1 oK .7; /2 -/2 — G pa , 2 s C' 0 s- rti-- 4 Serge/ e?,, Phone No: 925— 5/ —SgS ) CA, (ONtv, /r - r /a' / r? A- OH neYA /HIS/ /' / : . I -Th Pro'ect: / r//✓Ion/ l4A/f /), A /.v Type of Inspection: _ // ///r.1/ ddY // iLD41:C/15 /' -1 Address: 817 S /30 5-4 Date Called: Special Instructions: Date Wanted: a.Fi /2 -/2 — G Requester: Phone No: 925— 5/ —SgS Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -367 Ei Corrections required prior to approval. ri $58.00 REINSP ON FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: 'Date: Protect: � i / dr / /d�1 Z►n6 !I Type of Inspection: 4:milithil ra vA#4 Addr ss: 382 S 13d -C-1 Date Called: Special Instructions: Date Wanted: Requester: l.n. Phone No: A/75 76` - KS// INSPECTION RECORD Retain a copy with permit INSPECTIO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 E] Approved per applicable codes. Corrections required prior to approval. COMMENTS: ri $58. REINSPECTION Fgt REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: Projec f /j�� /�^ 6 ,i t h A T of Inspection: M / 7 rt> Address: " 3 3 2-7 , /% D a t e Called: Special Instructions: Date Wanted:,/ 32 cCtty, p.m. equester: Phone No: / %: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT No. y CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206 -3670 0 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: � G t c s n r e✓ l e>i s 2/ 4 a or < Lii, in a / A'-r Liao a 0 vL r,e, I / In L Ate/ A. n -d nr2 vC / e `err, '(/� n) Date: jit ri $58. 0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: IDate: • Project: , n/ 1-Too /d/ UI /1&Ai Li L)Fi. Type ofInspection: V c y , n/'wu' I/4/ J v Address: 3627 5 II 0 SF Date Called: Special Instructions: & // 4 %e4 Ct A Date Wanted: r // 2-O L P.m. Requester: Phone No: 4 /2 s= ?4.4-63il Approved per applicable codes. Corrections required prior to approval. COMMENTS: 5 rir - -1 i / { 2,)( 1 ✓-� '116 7 ,1v�t r« 1 1r n. -e e ))r t j / -- S 0 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)4 1. 670 Inspector: !Date: ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspeCtiOn, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal to sechedule reinspection. Receipt No.: Date: Proje; • ... .. q7 ,3;t / , ,f,�■ ... I. Typ offnspection: � A a L1I 702 Addr -ss: 3R ,.7 - ,, /,k- . s--2- efte- e..t-, / Date Called: _ Special Instructions: / e r''& r4 e"% rill \ Date Wanted: 034,4 aa.m.. . Requester ,x, . ji..l r ` ,. v, li, „a 7 Phone No: COMMENTS: .4 N. Pt !/r. lIeel' rl q7 ,3;t / , ,f,�■ � -- v /Sr 0 5/ 4'. . /c:7420sf ace- {e-/ 6Lr, � Ap� eeh./i - „ rh,t ,,,«f - . s--2- efte- e..t-, / c/-i-nelv io -fef 4 . n / e r''& r4 e"% rill \ / � .0C /0-, Ne - t J L dv' CSC (Met ,t..2., 7 / fi ei fr y ,A _A 447 c.,7 ,x, . ji..l r ` ,. v, li, „a 7 Inspector: H t il Date ? J_ / , INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 Approved per applicable codes. • . ; PERMIT NO. (2 431-3670 Corrections required prior to approval. A v - n $58.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt: No.: Date: co EARTH CONSULTING INCORPORATED ❑ Environmental Services u Geotechnical Engineering U Construction Materials Testing 7 Special Inspections May 10, 2007 Robert Benedicto, CB0 Tukwila Building Division 6300 Southcenter Boulevard, Suite 100 Tukwila Washington 98188 FINAL LETTER SPECIAL INSPECTION AND TESTING RIVERTON LANE WATER RETENTION VAULT 3837 SOUTH 130TH STREET Permit No. 006 -254 ECI Project No. 512703.0M Dear Mr. Benedicto: We have completed the requested special inspections on the subject project. To the best of our knowledge, all work that ECI was scheduled on site to verify has been found to be in general accordance with the approved plans and specifications and Chapter 17 of the 2003 International Building Code: WORK INSPECTED Sub -grade Reinforced concrete (cast in place) If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (425) 643 -3780. Respectfully submitted, EARTH CONSULTING INCORPORATED ordon Lloy Construction Services Manager GPLrsKp cC: Mr. Jim Hutson Charter Homes, Z00/Z00 1805 136 Place Northeast #201 • Bellevue, WA 98005 • (425) 643-3780 • Fax (425) 746.0860 eci @eci- mtl.com • www.eci- rnti.com • 09809hL924 )(Sid 60 :Z1 LO0Z /LL /90 11/03/2006 14:19 FAX 4252510625 6632 SOUTH 191 PLACE SUITE E 102 KENT, WASHINGTON 98032 42S-251-0685 OFFICE 425251 -0625 FAX Fax Tax Dave Larson Roc 206-431-3665 Mae bate 11/3/06 Re Riverton 9-Lot Shod Plat CL: 0 Urgent 0 For Review 0 Please Cement ID Please Reply intense Recycle • Consents Dave Detention vault location I am forwarding you a copy of the letter prepared by our office staling that the vault was staked with in Trad A whit proper setbad from the adjacent properties_ kid stake the elevations for the vat forthe foundation tons. We wSl ibward you a new letter stating that the vault was surveyed and ascertained its location both horizontally and vertically. If you have any questions please call me Dan Touma 206- 683 -7310 cell# RECEIVED NOV 0 3 2006 COMMUNITY DEVELOPMENT TOUMA ENGINEERS Franc Dan Touma Fallon: 1 f w 5/ Ij 001 /002 TOUMA ENGINEERS & LAND SURVEYORS 11/03/2009 14: FAX 4252510925 TOUMA ENGINEERS lE r TOUMA ENGINEERS & LAND SURVEYORS . Public Works Department City ofTuckwila 6300.Southcenter Blvd • • Tukwila, WA 98188 RE:' ' Riverton 9-Lot Short Plat Detention Vault Location: November 3, 2006 To Whom It May Concern: This is to certify the location of the detention vault for the shove referenced project was surveyed and ascertained its location to be is within the short plat Tract A, with proper setback from a properties. • • If you have any question with respect to his matter, please let us know. 6632 S. 191 st Pl., Suite E -102: Kent,. Washington 98032 • Phone: (425) 251.0665 • Fax: (425) 251-0625 `email: mhtouma @aol.com Q1002 /002 x colons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f. 425.369.1157 Riverton Lane Detention Vault Permit Review Comments Project Riverton Lane Location King County r Contractor Jim Hutson Charter Homes 601 Union Street, Suite 3920 Seattle, WA 98101 (206) 550 -6117 Structural Bryan Collons, P.E., S.E. Project Number 06 -001 Date September 8, 2006 FILE COPY REVIEWED CODE COMPLIANCE nnnnucn SEP 1 8 City Of Tukwila BUILDING DIVISION Project Information Riverton Lane Detention Vault King County Jim Hutson Charter Homes 601 Union Street, Suite 3920 Seattle, WA 98101 (206) 550 -6117 Geotechnial Report Reference Zipper Zeman Associates, Inc Report J -631 dated Februrary 9, 2000 Vault Geometry Length Width Lid Thickness Soil grade over vault Max. Min. Under Side of Vault Lid Top of Vault Lid Vault Bottom Footing Drain Elevation Soil Cover Wall Height Loading Criteria AASHTO Loading Surcharge Equivalent Loading Geotechnical Design Values Allowable Soil Bearing Native Soil 3,000 psf Struct'l Fill 3,000 psf EFP, Drained EFP,„ Saturated EFP passive EFP uniform - seismi EFP uniform - gravity Friction Coeff. Soil Density Lid Density Material Strengths Concrete Walls Footings Lid Reinforcing Steel H2O 120 psf - Equiv Iniform LL that equals H2O for Footing Design 240 psf - Wall Design (geotech's standard 2 ft fill for traffic load) 106 psf uniform thrust - Wall Design 1.92 ft of additional fill - Wall Design 55 90 225 30 Pet Pcf Pcf psf psf 0.35 125 pcf 85 pcf WALL - A 91.20 20.00 1.04 73.00 ft 70.29 ft 68.50 ft 69.54 ft 60.00 ft 63.50 ft ft - Interior Dimensions ft - Interior Dimensions ft 3.46 ft - Maximum 0.75 ft - Minimum 8.50 ft 3,000 psi 3,000 psi 3,000 psi 60,000 psi 6 Seismic load of 6 x wall height / 1.7. Actual seismic load factor Uniform pressure of 0 x wall height. Live load factor = 1.7 (85 pcf =HCP, 145 = Concrete) Project Number 06 -001 1 -Cell 16 H2O 10 29 Depth 6 wheel space 26.58 load width 1203.91 plf 120.391 w equiv Riverton Lane Vault - Permit Review Comments (09- 08- 06).xls 1 9/8/2006 12:56 PM Project Information Riverton Lane Detention Vault King County Jim Hutson Charter Homes 601 Union Street, Suite 3920 Seattle, WA 98101 (206) 550 -6117 Exterior Walls Wall Thickness Concrete Strength Rebar Grade Soil Pressure Design Values Moment R top R bot Reinforcing top @ ftg lir base Horizontal Reinforcing Options: Rho Horiz #4 @ 12 #5 @ 18 #6 @ 18 Vertical Reinforcino Options: Design Sol'n #5 @ 7 rho #6 @ 10 #7 @ 13 #8 @ 18 Wall Shear Footing dowel Slab dowel Shear, Vn, at top of wall Shear, Vn, at base of wall 8.00 in 3,000 psi 60,000 psi 383 psf 658 psf 973 psf Service 7,492 lb -ft 2,464 lb 3,300 lb #5 #5 in o/c in o/c in o/c in o/c WALL - A Soil grade over vault 73 ft Wall ht bolt to ftg drain Project Number 06 -001 1 -Cell 8.5 ft 3.5 ft Factored 1.7 12,737 lb -ft good number 4,189 lb 5,610 lb in o/c rho = 0.0020 in o/c rho = 0.0020 in o/c rho = 0.0025 Crack Control z - limit to 145 k/in fs [ksi] dc [in] Ac [in2] z [Win] 24 2 24 2 24 2 24 2 28 92 OK 40 103 OK 52 113 OK 72 126 OK 4.93 kips/ft 6.60 kips /ft Wall top: One -way shear, Vc, with dowels 4 Inches from inside wa 5.26 kips/ft Wall shear OK Wall Base: One -way shear, Vc, with dowels 3 inches from inside 6.57 kips /ft increase twall or ft Footing dowel shear with friction coefficient = 1.0 & #5 dowel 18.60 kips /bar Wall Top: Place #5 dowels 4 inches from inside wall face Space dowels at 33 o/c max. Wall Base: Place #5 dowels 3 inches from inside wall face. Space dowels at 45 o/c max. Riverton Lane Vault - Permit Review Comments (09- 08 -06).xls 2 9/8/2006 12:56 PM Project Information Riverton Lane Detention Vault King County Jim Hutson Charter Homes 601 Union Street, Suite 3920 Seattle, WA 98101 (206) 550-6117 Exterior Footing - Under Plank Ends Footing Thickness Wall Thickness Tributary Width Concrete Strength Rebar Grade Design Loads Dead Live Soil Lid Wall Ftg weight Soil wedge at heel Surchai 120 psf Width 3.49 ft Use Soil Bearing Service Factored Moment Shear Mu Vu Vn Vc 11.25 in 8.00 in 10ft 3,000 psi 60,000 psi Service 432 psf 88 psf 4.3 4.1 4.8 10.8 Reinforcing Longitudinal Reinforcing Options: 5 #4 3 #5 2 #6 Transverse Reinforcing Options: #5 @ 23 #6 @ 33 #7 @ 45 #8 @ 60 3.50 ft 2,990 psf 4,295 psf kip -ft kips kips kips - OK in o/c in o/c in o/c in o/c 3.34 plf 3.129 plf 3.004 plf Project Number 06 -001 1 -Cell WALL • A Soil grade over vault 73 ft Service Factored 4,613 plf 6,459 plf 943 plf 1,320 plf 850 plf 1,190 plf 476 plf 666 plf 2,302 plf 3,223 plf 1,280 plf 2,176 plf 10,464 plf 15,034 plf Wall Load for Slender Design DL 5,556 plf LL 1,280 plf Riverton Lane Vault - Permit Review Comments (09- 08- 06).xls 3 9/8/2006 12:56 PM Project Information Riverton Lane Detention Vault King County Buoyancy Jim Hutson Charter Homes 601 Union Street, Suite 3920 Seattle, WA 98101 (206) 550-6117 Vault Geometry Length Width Lid Thickness 1.04 ft Soil grade over vault Under Side of Vault Lid Vault Bottom Soil Cover Wall Height Allowable Water Table Potential uplift Walls Lid Soil Cover Footings Floor Ratio 3.591 Max.footing drain Elev. Floor Slab Gross Uplift Slab Weight 4 in thick Soil Column 34.00 in proj 939,234 lb Net Uplift 92.5 ft - outside dim. 21.3 ft - outside dim. 71.65 ft 68.50 ft 60.00 ft 0.75 ft - Maximum 8.5 ft Project Number 06 -001 1 -Cell 63.5 ft 429,749 lb - per foot of vault length #REF! #REF! 193,573 lb perimeter only 14,542 lb 185,067 lb 112,088 lb perimeter only 98,702 lb 603,972 lb 63.50 ft < 217.7 psf 50.0 psf 167.7 psf Slab Rebar T = 1677 plf As = 0.031 in ^2/ft Callout: #4 @ 84 oc transverse Vu = 2.86 klf Vn =3.36 klf Vc = 2.63 klf Total am'nt of ftg that ext'ds beyond the ext wall face. Accounts for both sides of the vault. Accounts for dry soil above ftg drain only. « Design floor reinforcing for net uplift » Riverton Lane Vault - Permit Review Comments (09- 08- 06).xls 4 9/8/2006 12:56 PM 2[eoLaO -OHIO I DD(g -2St collons + smith structural engineers 485 From Steet N Suite F-3 Issaquah, WA 98027 .,:425.369.1101 • t 425.369.1157 Riverto Lane Detention Vault Project Riverton Lane Location King County Contractor Jim Hutson Charter Homes 601 Union Street, Suite 3920 Seattle, WA 98101 (206) 550-6117 CODE REVIEWED OR COMPLIANCE Structural Bryan Collons, P.E., .E. Project Number 06 -001 Date March 14, 2006 ,3 .,6678 gas A A ' al ' pis cA 4111F ay „ tv bete zz vi ( �(PM O I City Of Tukwila BUILDING DIVISION FILE COPY Riverton Lane Vault - Permit 03/14/2006 Page 1 of 6 /1 nnnf\rcfl SEP 1 8 2006 RECEIVED CITY OFTUKWILA JUN 2 9 2006 PERMIT CENTER 1,o(Q-2g1 r collons + smith .tsuaanat .ngineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 F. 425369.1101 • E 425369.1157 t R 1' ovuo .41174 4 e L. 13 -q fisted arbrton Lae -*wit ?mild ik 06-001 an Riverton Lane Vault - Permit Page 2 of 6 • 1 r Project Information Riverton Lane Detention Vault King County Jim Hutson Charter Homes 601 Union Street, Suite 3920 Seattle, WA 98101 (206) 550-6117 Geotechnlal Report Reference Zipper Zeman Associates, Inc Report J-631 dated Februrary 9, 2000 Vault Geometry Length Width Lid Thickness Soil grade over vault Max. Min. Under Side of Vault Lid Top of Vault Lid Vault Bottom Footing Drain Elevation Soil Cover Wall Height Loading Criteria AASHTO Loading Surcharge Equivalent Loading Geotechnical Design Values Allowable Soil Bearing Native Soil 3,000 psf Struct'I Fill 3,000 psf EFP,, Drained EFP,„,,,, Saturated EFP passive EFP uniform - seismi EFP uniform - gravity Friction Coeff. Soil Density Lid Density Material Strengths Concrete Walls Footings Lid Reinforcing Steel 55 90 350 30 0.35 125 85 WALL - A 91.20 ft - Interior Dimensions 20.00 ft - Interior Dimensions 1.04 ft H2O -120 psf - Equiv Inifonn LL that equals H2O for Fooling Design 240 psf - Wall Design (geotech's standard 2 ft fill for traffic load) 106 psf uniform thrust - Wall Design 1.92 ft of additional fill - Wall Design pcf Pcf pc psf psf 73.00 ft 70.54 ft 68.50 ft 69.54 ft 60.00 ft 63.50 ft 3.46 ft - Maximum 8.50 ft 6 Seismic load of 6 x wall height / 1.7. Actual seismic load factor Uniform pressure of 0 x wall height. Live load factor = 1.7 Pd pcf (85 pcf =HCP, 145 = Concrete) 3,000 psi 3,000 psi 3,000 psi 60,000 psi Project Number 06 -001 1-Cell 16 H2O 10.54 Depth 6 wheel space 27.08 load width 1181.68 plf 118.168 w equiv Riverton Lane Vault - Permit 03/14/2006 Page 3 of 6 06 -001 Riverton Detn Vault 1-span.xls 1 3/14/2006 1:20 PM Project Information Riverton Lane Detention Vault King County Jim Hutson Charter Homes 601 Union Street, Suite 3920 Seattle, WA 98101 (206) 550 -6117 Exterior Walls Wall Thickness 8.00 in Concrete Strength 3,000 psi Rebar Grade 60,000 psi Soil Pressure top 383 psf Wall ht ftg lir 658 psf bolt to ftg drain base 973 psf Design Values Service Moment 7,492 lb -ft R top 2,464 lb R bot 3,300 lb Reinforcing Wall Shear Footing dowel Slab dowel Shear, Vn, at top of wall Shear, Vn, at base of wall #5 #5 Project Number 06 -001 1-Cell WALL - A Soil grade over vault 73 ft 8.5 ft 3.5 ft Factored 1.7 12,737 lb -ft 4,189 lb 5,610 lb good number Horizontal Reinforcing Options: Rho Horiz #4 @ 12 In o/c rho = 0.0020 #5 @ 18 in o/c rho = 0.0020 #6 @ 18 in o/c rho = 0.0025 Crack Control z - limit to 145 Win Vertical Reinforcing Options: fs (MI] do On] Ac fin2] z Kin] Design Sol'n #5 © 7 in o/c 24 2 28 92 OK to #6 @ 10 in o/c 24 2 40 103 OK #7 © 13 in o/c 24 2 52 113 OK #8 Q 18 in o/c 24 2 72 126 OK 4.93 kips/ft 6.60 kips/ft Wall top: One -way shear, Vc, with dowels 4 Inches from inside wt 5.26 kips/ft Wall shear OK Wall Base: One -way shear, Vc, with dowels 3 Inches from inside ' 6.57 kips/ft increase twall or fc Footing dowel shear with friction coefficient = 1.0 & #5 dowel 18.60 kips/bar Wall Top: Place #5 dowels 4 Inches from Inside wall face. Space dowels at 33 o/c max. Wall Base: Place #5 dowels 3 Inches from inside wall face. Space dowels at 45 o/c max. Riverton Lane Vault - Permit 03/14/2006 Page 4 of 6 06 -001 Riverton Detn Vault 1- span.xls 2 3/14/2006 1:20 PM Project Information Riverton Lane Detention Vault King County Jim Hutson Charter Homes 601 Union Street, Suite 3920 Seattle, WA 98101 (206) 550 -6117 Exterior Footing - Under Plank Ends Footing Thickness Wall Thickness Tributary Width Concrete Strength Rebar Grade Design Loads Dead Width Soil Bearing Moment Shear Uve 11.25 in 8.00 in 10ft 3,000 psi 60,000 psi Service 433 psf 88 psf Soil Ltd Wall Ftg weight Soil wedge at heel Surchar 120 psf 3.49 ft Use Service Factored Mu Vu Vn Vc 4.3 4.1 4.8 10.8 Reinforcing Longitudinal Reinforcing Options: 5 #4 3 #5 2 #6 Transverse Reinforcing Options: #5 @ 23 #6 @ 33 #7 0 45 #8 © 60 kip-ft kips kips kips - OK In o/c In o/c In o/c in o/c WALL -A Service 4,613 943 850 476 2,302 1,280 10,464 3.50 ft Wall Load for Slender Design 2,990 psf DL 5,556 pit 4,295 psf LL 1,280 plf 3.34 plf < 3.129 plf 3.004 plf Project Number 06 -001 1-Cell plf Pit Pit Pit plf Pit plf Soil grade over vault 73 ft Factored 6,459 plf 1,320 plf 1,190 pit 666 plf 3,223 pit 2,176 plf 15,034 plf Riverton Lane Vault - Permit 03/14/2006 Page 5 of 6 06 -001 Riverton Detn Vault 1- span.xls 3 3/14/2006 1:20 PM Project Information Riverton Lane Detention Vault King County Buoyancy Jim Hutson Charter Homes 601 Union Street, Suite 3920 Seattle, WA 98101 (206) 550 -6117 Vault Geometry Length Width Lid Thickness 1.04 ft Soil grade over vault Under Side of Vault Lid Vault Bottom Soil Cover Wall Height Walls Lid Soil Cover Footings Floor Ratio 3.758 Max.footing drain Elev. 4 in thick 71/7 ft 68 50 ft 60.00 ft Soil Column 34.00 in proj 949,316 lb Floor Slab Gross Uplift Slab Weight Net Uplift 92.5 ft - outside dim. 21.3 ft - outside dim. 1.00 ft - Maximum 8.5 ft 63.50 ft < Project Number 06 -001 1-Cell Allowable Water Table 63.5 ft Potential uplift 429,749 lb - per foot of vault length 193,573 lb perimeter only 14,542 lb 248,756 lb 112,088 lb perimeter only 98,702 lb 665,661 lb 217.7 psf 50.0 psf 167.7 psf «Design floor reinforcing for net uplift >> Slab Reber T = 1677 plf As = 0.031 in ^2/ft Callout: #4 @ 84 oc transverse Vu = 2.86 klf Vn =3.36 kif Vc = 2.63 kit (17E) Riverton Lane Vault - Permit 03/14/2006 Page 6 of 6 Total am'nt of ftg that ext'ds beyond the ext wall face. Accounts for both sides of the vault. Accounts for dry soil above ftg drain only. 06 -001 Riverton Detn Vault 1- span.xls 4 3/14/2006 1:20 PM rKeystar, Inc. do R.N. Parnell Company 4422 -187 Place SE Issaquah, Washington 98027 Dear Mr. Parnell: FILE COPY Zipper Zeman Associates, Inc. Geotechnical and Environmental Consulting Lynnwood. Washington 98036 REVIEWED FOR CODE COMPLIANCE SEP 1 82006 Attention: Mr. Robert N. Parnell, P.E. RUI a U la Subject: Report of Geotechnical Services 9 Lot Short Plat on South 130 Street Tukwila, Washington IU6 2a t t %F'vitagiD ro Zipper Zeman Associates, Inc. (ZZA) is pleased to present herein a� co. l `- ..ove- referenced report. This report presents the results of our subsurface exploration and geologic reconnaissance study relative to foundation and construction considerations, as well as the City of Tukwila Sensitive Area designations for the project site. The field evaluation was completed on January 24, 2000. The purpose of the evaluation was to establish general surface and subsurface conditions at the site from which conclusions and recommendations regarding foundation design and construction considerations could be formulated, and to address Sensitive Area designations as defined by the City of Tukwila. The scope of our work consisted of subsurface test pit explorations, a visual reconnaissance, geotechnical engineering analyses, and preparation of this report. We expect that changes in existing site grades will consist of minor cuts in the western portion of the site, and minor cuts and fills in the eastern portion of the site. For purposes of preparing this report, we have assumed that changes in existing site grades will be on the order of 1 to 2 feet. In the event of any changes in the nature, design, or location of the proposed structures, the conclusions and recommendations presented in this report should be reviewed and modified, if necessary, to reflect the changes. We recommend that ZZA be allowed the opportunity to review the plans and specifications of the project once they become available to determine that the recommendations presented herein have been properly interpreted with respect to this project. This report has been prepared in accordance with generally accepted geotechnical engineering practices for the exclusive use of Keystar, Inc., and their specific application to this project. EC .1-631 February 9, 2000 S 9107 I CITY OF TUKWILA SITE AND PROJECT DESCRIPTION JUN ,2 9 ?OM The project site is located on the south side of South 130 Street betweenET""" vA eriae - South and 40 Avenue South in Tukwila, Washington. The site is approximately 1.8 acres in size and is currently occupied by two gravel and dirt access roads, two piles of construction debris, 2(p0(4200 jO 1 19211 -36* Avenue W >, Suite 0201 9 Lot Short Plat on South 130 Street Tukwila, Washington J-631 February 8, 2000 Page 2 and remnants of a concrete house foundation adjacent to the east side of the proposed court. Site vegetation consists of weeds, small shrubs, blackberry bushes, and scattered trees to 2 feet in diameter. Site topography slopes downward to the east and northeast and varies from almost flat ' along the western margin of the site to slopes approaching 35 percent along the topographically lower, eastern portion of the site. The total site relief across the site is about 34 feet. Based upon preliminary site plans, we understand that the proposed development will consist of nine single- family residential lots, construction of a cul -de -sac connected to South 130 Street, and installation of a stormwater water quality vault. Finished floor elevations and grading plans were not provided at the time of our evaluation. The buildings would be sited radially around the proposed cul -de -sac and would encompass both the flatter western portions of the site and the steeper eastern side of the site. The proposed nine -lot subdivision and cul -de- sac, as well as the approximate locations of the explorations accomplished for this study, are shown on the Site and Exploration Plan, Figure 1. Once building elevations are finalized, we recommend that ZZA be allowed to review the plans in order to determine that the recommendations presented herein are suitable for the proposed design and have been correctly interpreted. FIELD EXPLORATION The subsurface exploration program conducted for this study consisted of completing five test pit explorations across the site. Test pits TP -I through TP -3 were advanced on the moderately steep east - facing slope that encompasses the eastern portion quarter of the site. The remaining two test pits were advanced in the western portion of the site. Locating the test pit explorations was based upon the Site and Exploration Plan, Figure 1, and measuring from existing site features. The test pit explorations were completed to depths ranging from 8.5 to 10 feet below the existing ground surface. Ground surface elevations at the test pit locations were interpreted from the topographic information presented in Figure 1. An experienced engineering geologist from our fum monitored the test pit explorations and logged the soil and groundwater conditions encountered. Dynamic Cone Penetrometer tests were completed in general accordance with ASTM Special Publication No. 399 to assess relative soil density. Subsurface Conditions The subsurface soil conditions revealed by the test pit explorations were relatively consistent with respect to soil type and density. The test pits encountered approximately 4 to 6 inches of topsoil consisting of loose, moist to wet, silty sand to soft sandy silt with some organic material and a trace of gravel. In general, loose to medium dense, moist to saturated, silty sand with a trace to some gravel and stiff sandy silt with a trace of clay were encountered below the topsoil to depths on the order of 1.5 to 5 feet below existing grades. These silty sand to sandy silt soils, interpreted as alluvial deposits, were overlain by approximately 1.5 feet of loose to n,,......, yr e.i mot Lynnwood. Wa,hinetnn 98036 Zipper Zeman Associates, Inc. (415) 7711104 9 Lot Short Plat on South 130 Street Tukwila, Washington medium dense, moist, silty sand with trace to some gravel interpreted as fill in test pit TP -2. Underlying the alluvium, medium dense to very dense, moist, silty sand with trace to some gravel was encountered to the total depth explored at 10 feet below existing grade and is interpreted as glacial till. The dense glacial till typically has high strength and low compressibility characteristics due to its depositional history. At the time of the subsurface evaluation, we observed slight surficial ponded water. The USGS map Geology of the Des Moines Quadrangle, Washington (Map GQ -159), dated 1962, shows the site as being mantled by undifferentiated Pre - Vashon Glacial Drift. Based on our surface and subsurface observations, the site soils are more representative of alluvial soils over Vashon Till which are both mapped within a quarter mile of the subject site. Soil descriptions presented in this report are based on the subsurface conditiots encountered at the specific test pit locations. Variations in subsurface conditions may exist between the exploration locations, and the nature and extent of variations between the explorations may not become evident until construction. If variations then appear, it may be necessary to reevaluate the recommendations presented in this report. Groundwater Slight perched groundwater seepage was encountered only in test pit TP -4 at a depth of 2 feet below existing grade at the time of exploration. The local groundwater table was not encountered in the explorations. It should be noted that groundwater conditions and soil moisture contents are expected to vary with changes in season, precipitation, site utilization, and other on- and off -site factors. Given the relatively dense nature of the soils a few feet beneath the existing ground surface, near surface perched groundwater conditions should be expected to develop following periods of prolonged precipitation. CONCLUSIONS AND RECOMMENDATIONS We anticipate that the proposed development will utilize wood frame construction above reinforced concrete, cast -in -place foundations and concrete slab -on -grade floors. Based upon the subsurface "exploration program, the project appears feasible utilizing conventional shallow foundation support. Sensitive Area Considerations The eastern portion of the subject site is classified by the City of Tukwila as a Class 3 area on the city's 1990 Sensitive Areas Maps. The Sensitive Areas Maps are on file at the Department of Community Development. Chapter 18.45 of the City of Tukwila Municipal Code, entitled Sensitive Areas Overlay, defines a Class 3 slope as follows: Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 3 -631 February 8, 2000 Page 3 (425)771.3304 9 Lot Short Plat on South 130' Street Tukwila, Washington J -631 February 8, 2000 Page 4 "Class 3 areas, where landslide potential is high, which includes areas sloping between 20% and 40 %, and which are underlain by relatively impermeable soils or bedrock, and which also include all areas sloping more steeply than 40 %." The drawing prepared by RN Parnell Company, dated 12/09/99, and our site reconnaissance indicate slope inclinations on the eastern portion of the site between 20% and 35%. The subsurface exploration disclosed relatively impermeable glacial till soils at depths of 1.5 to 5 feet below existing grade on the eastern slope. Based on this information, the Class 3 designation of the eastern portion of the site appears appropriate, in our opinion. Our subsurface exploration, surface reconnaissance, and geologic literature review did not suggest the presence of any past instability or slope movement on the eastern slope. Silty sand to sandy silt alluvial deposits with varying amounts of gravel and clay were encountered on the eastern slope to depths ranging from 1.5 to 5 feet below existing grade. The underlying glacial till soils were encountered in a medium dense to very dense state, and typically achieved a dense condition within 4 to 6 feet below existing grade. Based on the exploration data, it is our opinion that the potential for a deep seated landslide on the subject property is very low. Also, the potential for shallow surface sloughing is low. The drainage conditions above the slope will be improved by the connection and tightlining of runoff from impervious surfaces and footing drains to the storm drainage system. The proposed development is not expected to create a landslide or erosion hazard to the subject property or surrounding properties, in our opinion. Seismic Criteria Figure 16 -2 in the 1997 Uniform Building Code classifies the subject site as being within Seismic Zone 3. Based on the subsurface conditions encountered at the site and published geologic literature, it is our opinion that Soil Profile Type S be used to describe the average soil properties within the upper 100 feet beneath the site. This designation describes soils that are considered very dense with a shear wave velocity of 1,200 to 2,500 feet per second, Standard Penetration Test values greater than 50, and an undrained shear strength greater than 2,000 psf. Soil liquefaction is a condition wherein loose granular soils located below the ground water table loose strength during the ground shaking associated with an earthquake. The soilsi encountered in our test pits consisted of 1 to 5 feet of loose to medium dense alluvium consisting of silty sand to sandy silt underlain by medium dense to very dense glacial till soils consisting of silty sand with some gravel. Slight perched groundwater seepage was encountered only in test pit TP -4 at 2 feet and the local groundwater table was not encountered in the explorations. Based on the grain size distribution of the site soils and the absence of a groundwater table, we did not observe any contiguous layers of liquefiable soils on the project site within 10 feet of the ground surface and liquefiable deposits are not anticipated at depth due to the glacially consolidated nature of the site. It is our opinion that the risk of damage due to soil liquefaction is low. 19231 -36ty Avenue W., Suite 13201 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 (425) 771.3304( 9 Lot Short Plat on South 130 Street Tukwila, Washington Site Preparation J -631 February 8, 2000 Page 5 We anticipate that this project will require minor cuts and fills to establish the access road and building pad grades. Site preparation should include the removal of all vegetation, root mass, organic soils, existing structures, undocumented fill material, and any deleterious debris from building and paving areas, or those locations where "structural fill" is to be placed. Preparation for site grading and construction should begin with procedures intended to drain ponded water and control surface water runoff. It will not be possible to successfully utilize on- site soils as "structural fill" if accumulated water is not drained prior to grading, or if drainage is not controlled during construction. Attempting to grade the site without adequate drainage control measures will reduce the amount of on -site soil effectively available for use, increase the amount of select import fill materials required, and ultimately increase the cost of the earthwork and foundation construction phases of the project Following clearing and grubbing, organic -rich silty sand and sandy silt topsoil will need to be stripped in the building and pavement areas, as well as those areas to receive structural fill. Topsoil thickness is anticipated to be between 4 and 6 inches in these areas. Localized areas of deeper organics, such as root systems, may be encountered within the project site and should likewise be removed. Any excavations that extend below finish grades should be backfilled with structural fill as outlined subsequently in this report. In our opinion, the topsoil is not suitable for reuse as structural fill and should therefore be exported from the site or used for landscaping purposes. After stripping of the topsoil is completed, the exposed soils will generally consist of silty sand to sandy silt with trace to some gravel. After stripping, and prior to placement of structural fill, we recommend that foundation, floor subgrade, sidewalk and pavement subgrade areas, and areas to receive structural fill be proofrolled and compacted to a firm and unyielding condition in order to achieve a minimum compaction level of 95 percent of the modified Proctor maximum dry density as determined by the ASTM:D -1557 test procedure. Due to the silty nature of the near - surface soils, proofrolling and adequate compaction can only be achieved when the soils are within approximately ± 3 percent of the optimum moisture content. Proofrolling should be accomplished with a heavy compactor, loaded double -axle dump truck, or other heavy equipment under the observation of a representative from our firm. This observer will assess the subgrade conditions prior to filling. Areas where loose surface soils exist due to grubbing and stripping operations should be considered fill to the depth of the disturbance and treated as subsequently recommended for structural fill placement. The need for or advisability of proofrolling due to soil moisture conditions should determined at the time of construction. We recommend that a representative of our firm observe the soil conditions prior to and during proofrolling to evaluate the suitability of stripped subgrades. Earthwork may be difficult or impossible during periods of elevated soil moisture and wet weather due to the moisture sensitive nature of the silty site soils. Excavated site soils may Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite 13201 Lynnwood, Washington 98036 (425) 771-3304 9 Lot Short Plat on South 130 Street Tukwila, Washington Structural Fill 19231— 36ty Avenue W., Suite B201 Zipper Zeman Associates, Inc. J -631 February 8, 2000 Page d not be reusable as structural fill depending on the moisture content and weather conditions at the time of construction. If soils are stockpiled for future reuse and wet weather is anticipated, the stockpile should be protected with plastic sheeting that is securely anchored. If on -site soils become unusable, it may become necessary to import clean, granular soils to complete wet weather site work. Subgrade soils that become disturbed due to elevated moisture conditions should be overexcavated to expose firm, non - yielding, non - organic soils and backfilled with compacted structural fill. We recommend that the earthwork portion of this project be completed during extended periods of dry weather if possible. If earthwork is completed during the wet season (typically November through May) it may be necessary to take extra precautionary measures to protect subgrade soils. Wet season earthwork may require additional mitigative measures beyond that which would be expected during the drier summer and fall months. This could include diversion of surface runoff around exposed soils, draining of ponded water on the site, and collection and rerouting of groundwater seepage from upgradient on- and off -site sources. Once subgrades are established, it may be necessary to protect the exposed subgrade soils from construction traffic. Placing quarry spalls, crushed recycled concrete, or clean pit -run sand and gravel over these areas would further protect the soils from construction traffic. All fill material placed in building, pavement, and non - landscaped areas should be placed in accordance with the recommendations herein for structural fill. Prior to placement, the surfaces to receive structural fill should be prepared as previously described. All structural fill should be free of organic material, debris, or other deleterious material Individual particle size should be less than 6 inches in maximum dimension. Structural fill should be placed in lifts no greater than 8 inches in loose thickness. The structural fill should be compacted to at least 95 percent of the modified Proctor maximum dry density as determined by the ASTM:D -1557 test procedure in building areas and to a depth of 2 feet below the subgrade surface in pavement areas. Below a depth of 2 feet in pavement areas, the structural fill should be compacted to at least 90 percent of ASTM:D -1557. We recommend that a representative from our firm be present during grading so that an adequate number of density tests can be conducted as structural fill placement occurs. In this way, the adequacy of the earthwork may be evaluated as it proceeds. In the case of roadway and utility trench filling and wall backfilling in municipal rights -of -way, the backfill should be placed and compacted in accordance with current local codes and standards. Where the existing ground surface slopes more than 5H:1 V beneath proposed fills, the fill should be keyed and benched in suitable native soils per the minimum requirements of UBC, Volume I, Section 33.3.2, Preparation of Ground. We recommend that all benches be at least 8 feet wide. Lynnwood, Washington 98036 (425) 771 -3304 9 Lot Short Plat on South 130 Street Tukwila, Washington J -631 February 8, 2000 Page 7 The suitability of soils for structural fill use depends primarily on the gradation and moisture content of the soil when it is placed. As the amount of fines (that soil fraction passing the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult, or impossible, to achieve. Generally, soils containing more than about 10 percent fines by weight (based on that soil fraction passing the U.S. No. 4 sieve) cannot be compacted to a firm, non - yielding condition when the moisture content is more than a few percent from optimum. The optimum moisture content is that which yields the greatest soil density under a given compactive effort. At the time of the limited subsurface evaluation, the site soils disclosed by the explorations appeared to have moisture contents at or above their optimum (moisture content relative to their possible use as structural fill. However, soil moisture conditions should be expected to change throughout the year. Most of the site soils contain a significant fine- grained fraction. Consequently, use of the on -site soil as structural fill will require that strict control of the moisture content be maintained during the grading process. Selective drying of over- optimum moisture soils may be achieved by scarifying or windrowing surficial materials during extended periods of dry weather. Soils which are dry of optimum may be moistened through the application of water and thorough blending to facilitate a uniform moisture distribution in the soil prior to compaction. In the event that inclement weather or wet site conditions prevent the use of on -site soil or non - select material as structural fill, we recommend that a "clean", free - draining pit -run sand and gravel be used. Such materials should generally contain less than 5 percent fines, based on that soil fraction passing the U.S. No. 4 sieve, and not contain discrete particles greater than 6 inches in diameter. It should be noted that the placement of structural fill is, in many cases, weather- dependent. Delays due to inclement weather are common, even when using select granular fill. We recommend that site grading and earthwork be scheduled for the drier months, if at all possible. Permanent Fill Slopes Permanent fill slopes should be constructed no steeper than 211:1V. If the slopes are exposed to prolonged rainfall before vegetation becomes established, the surficial soils will be prone to erosion and possible shallow sloughing. Surficial repairs, such as armoring affected areas with quarry spalls, may be necessary until vegetation is established. Temporary and Permanent Cut Slopes Temporary slope stability is a function of many factors, including the following: 1. The presence and abundance of groundwater; 2. The type and density of the various soil strata; 3. The depth of cut; Zipper Zeman Associates, Inc. 19231 — 361y Avenue W., Suite 13201 Lynnwood, Washington 98036 (425) 771.3304 9 Lot Short Plat on South 130 Street Tukwila, Washington 4. Surcharge loadings adjacent to the excavation; 5. The length of time the excavation remains open. .1-631 February 8, 2000 Page 8 It is exceedingly difficult under the variable circumstances to pre- establish a safe and "maintenance- free" temporary cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions encountered. It may be necessary to drape temporary slopes with plastic or to otherwise protect the slopes from the elements and minimize sloughing and erosion. We do not recommend vertical slopes or cuts deeper than 4 feet if worker access is necessary. The cuts should be adequately sloped or supported to prevent injury to personnel from local sloughing and spalling. The excavation should conform to applicable Federal, State, and local regulations. According to Chapter 296 -155, Part N, Excavation Trenching and Shoring, of the Washington Administrative Code (WAC), it is our opinion that the soils encountered at the site would be classified as Type B soils. According to the Code, excavations less than 20 feet deep in Type B soils may be cut at a maximum temporary slope angle of 45 degrees (1H:1V). We recommend that temporary cuts exposed to inclement weather be covered with sheet plastic to reduce the risk of erosion and destabilization. We generally recommend all permanent slopes be designed at a 2H:I V inclination or flatter. It has been our experience that the permanent slopes steeper than 2H:1 V will tend to ravel and slough to a flatter inclination over time. In addition, with the steeper slopes, topsoil erodes readily and it is more difficult and takes longer to establish vegetation for slope protection. Shallow Foundations All footings should be founded on the medium dense to dense native soils, or on compacted structural fill which is placed above a stripped and properly prepared subgrade. Footings should not be founded on or within loose or disturbed native or fill soil unless it has been evaluated and approved by the geotechnical engineer. Continuous or column footings may be designed for a maximum allowable bearing pressure of 2,000 psf. A one -third increase in these bearing pressures may be used for short-term wind or seismic loading. For building and retaining wall foundations, we recommend using an allowable base friction value of 0.35 and a maximum allowable passive resistance of 225 pcf for those foundations embedded at least 18 inches below finish grades. Exterior footings should extend at least 18 inches below adjacent grade for frost protection, while the interior footings should extend at least 12 inches below adjacent grade. We also recommend that all foundations be set back at least 5 feet horizontally from the face of any slope which is steeper than 20 percent. This distance should be measured horizontally from the side of the footing to the slope face. We recommend that all continuous and isolated footings be at least 15 and 18 inches in width, respectively. Zipper Zeman Associates, Inc. 19131 -36ty Avenue W.. Suite B20I Lynnwood, Washington 98036 (425) 771 -3304 9 Lot Short Plat on South 130 Street Tukwila, Washington J -63 I February 8, 2090 Page 9 We estimate that the total settlement of foundation members founded within the medium dense to dense native soils may approach I inch. Differential settlement of foundations founded within the same soil type could approach '/2 inch. Settlements would occur elastically as the loads are applied. If possible, we recommend that the foundation elements be placed within the same soil type to minimize the magnitude of possible differential settlement. It should be noted that differential settlement could approach the total settlement values if adjacent footings are founded on different bearing strata. At the time this report was written, final design information regarding foundation or floor grades was not available. Consequently, we cannot comment conclusively regarding the anticipated bearing conditions of foundations at specific locations. Foundation settlement is oftentimes a function of the condition of the footing excavatidn subgrade. Footing excavations should be free of loose or soft soil, slough, debris, or water prior to pouring footing concrete. The high moisture sensitivity of the silty site soils may require that the footing excavations be covered with a lift of crushed rock or a lean concrete "mud mat" to minimi ±e disturbance of the bearing surface during construction in wet weather. Under no circumstances should footings be cast atop loose or soft soil, slough, debris, or surfaces with standing water. We recommend that a representative from our fum observe the condition of the footing subgrades prior to the pouring of concrete, or a lean concrete mud mat, in order to verify that the bearing soils are undisturbed and that conditions are consistent with the recommendations contained within this report. We recommend that each new house be protected by a perimeter footing drain The drain should consist of a minimum 4 -inch diameter perforated pipe embedded in at least a 18- inch wide envelope of clean, free- draining granular material, such as pea gravel. Footing drains should be directed toward appropriate storm water drainage facilities and not onto the slope to the east. Roof drains should not be connected to the footing drains. Slab -On -Grade Floors Slab -on -grade floor subgrades should be prepared in accordance with the site preparation recommendations presented above. All slab -on -grade floors should be founded on the medium dense to dense native soils, or on compacted structural fill which is placed above a stripped and properly prepared subgrade. Slab -on -grade floors should not be founded on or within loose or disturbed native or fill soil unless it has been evaluated and approved by the geotechnical engineer. We recommend that slab -on -grade floors be underlain by a minimum 4 -inch thickness of coarse sand and gravel to provide uniform support and act as a capillary break. In floor slab areas where moisture sensitive floor coverings are planned, an impermeable membrane (e.g. polyethylene sheet) should be placed directly beneath the slab to act as a vapor barrier. The impermeable membrane should be protected by two inches of fine, moist sand Zipper Zeman Associates. Inc. 19231 -36ty Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771 -3304 • 9 Lot Short Plat on South 130'" Street Tukwila, Washington placed both above and below the membrane. The sand cover will provide protection for the membrane and will promote uniform curing of the concrete slab. The sand cover should be moistened and tamped prior to slab placement. Depending on final building configurations and floor grades, it may be appropriate to provide underslab drainage for the new houses. Backfilled Walls All backfill placed behind walls or around foundation elements should be placed in accordance with our recommendations for structural fill The following recommended earth pressures, presented as equivalent fluid weights, are based on the assumption of a uniform level backfill with no buildup of hydrostatic pressure behind the wall. To minimize lateral earth pressures and prevent the buildup of hydrostatic pressures, the backfill within 24 inches of the wall should contain less than 5 percent fines, based on that portion passing the U.S. No. 4 sieve, coupled with a perforated pipe drain placed at the base of the wall backfill, similar in configuration to that described for the perimeter footings. The upper 1 -foot of the wall backfill should consist of a low permeability silty soil and be sloped away from the wall in order to reduce the potential for surface water infiltration behind the wall. If the backfilled walls are structurally restrained from lateral movement at the top, we recommend that they be designed for an "at- rest" equivalent fluid weight of 55 pounds per cubic foot(pcf). If the top of the wall is free to move laterally in an amount equal to at least 0.1 percent of the wall height during placement of backfill soils, they may be designed for an "active" equivalent fluid weight of 35 pcf. Surcharges due to sloping ground, adjacent footings, vehicles, construction equipment, etc., must be added to these values. The above equivalent fluid pressures assume that the backfill is compacted to approximately 90 to 92 percent of the modified Proctor maximum dry density. Additional compaction adjacent to the wall will increase the earth pressure, while a lesser degree of compaction could result in post construction settlements. Utility trenches constructed on the site may act as french drains by intercepting perchedl groundwater seepage. Some of these utility trenches may lead to the proposed houses and subject them to additional moisture. Therefore, it is highly recommended that the wall backfill consist of free - draining aggregate as recommended herein. Additionally, footing drains should be constructed at elevations below all wall penetrations and preferably at footing elevations. Stormwater Water Quality Vault i -631 February 8, 2000 Page 10 We understand that runoff will be collected in a subsurface detention vault, then will be discharged to the existing ditch located on the south side of south 130 Street. We recommend that all vault footings and slabs should be founded on undisturbed dense to very dense glacial till 19231 —36ty Avenue W., Suite B201 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 (425) 771 -3304 9 Lot Short Plat on South 130 Street Tukwila, Washington deposits. Continuous or column footings may be designed for a maximum allowable bearing pressure of 3,000 psi'. Backfill should conform to the information presented in the Backfilled Wall section of this report. Lateral soil pressures on the vault walls may be computed using an equivalent fluid density of 55 pcf above the ground water table and 90 pcf ( including hydrostatic water pressure) below the ground water table. For the purpose of vault design, we recommend that it be assumed that the groundwater table could be located close to the ground surface. At the time that our subsurface evaluation was completed, an invert elevation was not available for the proposed vault. Test Pit TP -1 excavated near the proposed vault location did not encounter groundwater at the time of exploration. However, perched groundwater typically forms above the dense to very dense glacial till soils encountered across the site during prolonged wet periods. Based on our exploration data, we anticipate that perched groundwater conditions could develop close to the existing ground surface at the proposed vault location. Consequently, there is the potential for groundwater levels outside the vault to rise above the bottom of the vault, thereby producing buoyant forces on the vault. The potential for the development of these buoyant forces can be reduced by the installation of a perimeter perforated footing drain as described under the foundation section of this report provided that storm drain grades allow for a perimeter wall drain to be installed at or below the bottom of the vault. Buoyant forces acting on subsurface vaults or structures may be resisted by the weight of the vault structure alone, the combined structure and backfill weight above the vault structure, or through the combination of structure and backfill weight and the weight of the prism of soil placed above the perimeter flange in the foundation. We recommend that a soil unit weight of 125 pcf be utilized when evaluating the soil backfill weight adjacent to or above the vaults as part of buoyancy resistance design effort. Erosion must be prevented in the area of discharge by constructing a non - erosive ground cover. This typically involves the use quarry spans and possibly a geotextile. We recommend using a minimum I foot thickness of 4 to 6 inch quarry spalls which are underlain by a geotextile with similar strength characteristics as Amoco 2016 woven fabric. Construction Considerations J -631 February 8, 2000 Page 11 The native soils that will be exposed upon completion of stripping contain a significant percentage of fine- grained particles. These silty soils are susceptible to disturbance, particularly when wet. We recommend that the contractor make every effort to minimize disturbance of stripped surfaces. These efforts may include directing surface water away from open excavations and the placement of a crushed rock or concrete mud slab surface in the footing trench excavations. If site work is accomplished in wet weather, the placement of clean sand and gravel below paved areas would promote future drainage and improve subgrade support. In addition, vehicle traffic over wet subgrades or prepared areas should be minimized. Application of these measures will reduce the likelihood of additional overexcavation of disturbed soils and associated costs for export and import will be reduced. 19231 — 361y Avenue W., Suite B20I Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 (425) 771-3304 ! 9 Lot Short Plat on South 130 Street Tukwila, Washington CLOSURE The conclusions and recommendations presented in this report are based on the explorations accomplished for this study. The number, location, and depth of the explorations for this study were completed within the site and scope constraints of the project so as to yield the information necessary to formulate our recommendations. Some of the plans for this project were in the preliminary stage at the time this report was written. Under the circumstances, it is recommended that we be provided the opportunity for general review of the project plans and specifications in order to confirm that the recommendations and design considerations presented in this report have been properly interpreted and implemented into the project design package. The integrity and performance of the foundation systems at this site depend greatly on proper site preparation and construction procedures. Field judgement by a qualified engineer will be necessary in order to determine the adequacy of the site drainage and foundation support systems. Therefore, because of our familiarity with the site soils, we recommend that Zipper Zeman Associates, Inc. be retained to provide geotechnical engineering services during the earthwork and foundation construction phases of the project. If variations in the subsurface conditions are observed at the time of construction, we would be able to provide additional geotechnical engineering recommendations to the contractor and owner in a timely manner as the project construction progresses. If other engineering or soil inspection firms are used during earthwork, we recommend that the transfer of responsibility be completed in accordance with Volume 1, Section 3317.9 of the Uniform Building Code. We appreciate this opportunity to be of service to you, and would be pleased to discuss the contents of this report or other aspects of the project with you at your convenience. EXPIRES 4/312000 1 Enclosures: Figure 1 — Site and Exploration Plan Test Pit Logs TP -1 through TP -5 19231 — 36ty Avenue W., Suite 13201 Respectfully submitted, Zipper Zeman Associates, Inc. James P. Georgis Staff Geologist SST B � James B. Thompson, P.E. Principal 3 -631 February 8, 2000 Page 12 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 (425) 771 - 3304 LEGEND TP -I Test pit number and approximate location. Reference: Drawing entitled: " Keystar, Inc., Proposed 9 Lot Shot Plat ", prepared by RN Parnell Company, last revised 12109/99. 60 30 0 60 MI IN III MI SCALE IN FEET ZIPPER ZEMAN ASSOCIATES INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTING PROJECT NO. J-63I DATE: JANUARY 2000 DRAWN BY: JPG SCALE: 1 "s60' 9 LOT SHORT PLAT ON SOUTH b3o STREET TUKWILA, WASHINGTON SITE AND EXPLORATION PLAN FIGURE I 19231 36 Ave. W. Suite 8201, Lynnwood, Washington 98056 19231 36 Ave W. Suite 8201, Lynwood, Washington 98036 Test Pit TP 4 Project: 9 Lot Short Plat on South 130'" Street Project No: J -631 Date Excavated. 1/24/2000 Location: See Site and Exploration Plan, Figure 1 Elevation: 97 Feet Depth (ft) Material Description Sample N %M Testing 6" [cos; wet, brown, silty SAND with some organic material and tine roots. .Qoeoil) 2.0 Loose to medium dense, moist to saturated, gray -brown, silty SAND with trace gravel. S to Stiff, wet, mottled gay - brown, sandy SILT with trace clay. 4.0 S -2 Dense, moist, light gay -brown, silty fine SAND with trace grave/ to very stiff fine, sandy SILT. ( Glacial Till) 6.0 8.0 S -3 10.0 Test Pit Terminated at 10 feet on 1 -24 -2000. Slight seepage observed at 2 feet at time of exploation. No caving observed. 12.0 14.0 16.0 18.0 I 19231 36 Ave W. Suite 8201, Lynwood, Washington 98036 Department of Community Development 11-06 -2007 JIM HUTSON 601 UNION ST, STE 5100 SEATTLE WA 98101 RE: Permit No. D06-254 3827 S 130 ST TUKW Dear Permit Holder: Steven M. Mullet, Mayor Steve Lancaster, Director 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 fora 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 to wriline 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 12/02/2007 , 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, xc: Permit File No. D06 -254 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206- 431 -3665 05 -07 -2007 JIM HUTSON 601 UNION ST, STE 5100 SEATTLE WA 98101 RE: Permit No. D06 -254 3827S130STTUKW 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 wrktne 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 06 /10/2007 , 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, fer Marshall, Permit Technician xc: Permit File No. D06 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 September 13, 2006 File No. 262006.005/01102 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 Riverton Lane Detention Vault (D06 -254) Dear Mr. Benedicto: 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. 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 applicant should recognize that the city of Tukwila may require the issuance of additional permits. The following deferred submittal is identified: 1. Design drawings for precast, prestressed concrete floor panels. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Zipper Zeman, dated February 9, 2000. 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 and retaining wall subsurface drainage system. 5. Placement and compaction of foundation and retaining wall backfill. Structural special inspections by qualified special inspectors should be provided. We assume the precast, prestressed concrete floor panels will be fabricated by a registered and approved fabricator. The following is a summary: 1. Concrete placement at concrete construction: Continuous. 2. Reinforcement at concrete construction: Periodic. 3. Installation of precast prestressed concrete floor panels: Periodic 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 Mr. Bob Benedicto, Building Official City of Tukwila September 13, 2006 File No. 262006.005/01102 Page 2 Enclosed are two sets of the revised structural drawings, structural calculations, geotechnical report, and correspondence from the structural engineer for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. hilip Brazil, P.E., S.E. Senior Engineer Enclosures cc: Jim Hutson, Charter Homes (by surface mail) Bryan Collons, Collons Smith (by surface mail) dop: \doc\26 \planrevw \tukwila \06 \t01 1 r2.doc \prb Reid iddleton collons smith structural engineers September 8, 2006 Mr. Philip Brazil Reid Middleton 728 134th Street SW Suite 200 Everett, WA 98204 RE: Building Permit Plan Review — First Submittal Riverton Lane Detention Vault (D06 -254) Review Response Dear Mr. Brazil, I have reviewed our design of the detention vault at Riverton Lane for the items listed in the Structural section of your letter dated August 16, 2006. Please refer to your original letter for the item numbers listed below. I. I agree with your comment For this project I hope that filing a special inspection form with the City of Tukwila is acceptable. If it is necessary that we update our drawings please all me at the number listed above to expedite the process. 2. I agree, the passive pressure listed in the geotechnical report is 225 pd. We will update our drawings to reflect this. The passive pressure listed in the calculations is for reference only and is not used in any of the calculations. We are providing updated calculations as part of our response to item 4. Please refer to the attached calculations. 3. The Fi520 loading is a mistake; Vactor trucks are H20. We have updated the information on sheet S I to reflect the correct loading. 4. The buoyancy calculations use an average soil depth to analyze a I-foot wide section of the vault for uplift. We revised the calculations to show 9- inches of soil cover at the section analyzed. I feel this is a conservative approach as the vault will behave as a rigid body with an average soil depth of at least 12- inches smeared across the vault lid, not a discrete I -foot section. On sheet S I the design load for dead load states the soil depth varies from 9" to 3'- 6" to alert the precast supplier of the varying soil depth for their design. We did not revise details I & 3/52 as the 9 -inch soil depth is tagged as a minimum depth not an actual depth. It is possible the soil depth will be greater than 9" up to a maximum of 3' -6 ". Please contact me directly if you require further action from us. Sincerely, Collons + Smith Structural Engineers, Inc. Bryan L. Collons, PE, SE 485 Front Street North, Suite F -3 Issaquah, WA 98027 tel: 425369.1101 fax: 425.369.1157 00117.2 i. 4 N SEP 2006 REID ��g 0 a �v e ' �� 82E2'S' Reid iddleton Dear Mr. Benedicto: General Geotechnicat a. b. c. d. e. Architectural August 16, 2006 File No. 262006.005/01101 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 — First Submittal Riverton Lane Detention Vault (D06 -254) tea 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 should address the comments below. Note that the "WSxx" code references are to Washington State Amendments of the applicable code. 1. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations. All information should be submitted directly to Reid Middleton, Inc. 1. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Zipper Zeman, dated February 9, 2000. See IBC Sections 1704.7 and 1802. The following is a summary: Site excavation and grading. Placement of structural fill and soil compaction, where applicable. Verification of soil - bearing capacity. Installation of foundation and retaining wall subsurface drainage system. Placement and compaction of foundation and retaining wall backfill. 1. 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. See IBC Section 106.3.4.2. The following deferred submittal is identified: a. Design drawings for precast, prestressed concrete floor panels. Structural 1. Structural special inspections by qualified special inspectors should be provided. RECEIVED AUG 17 2006 COMMUNITY DEVELOPMENT Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fox: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila August 16, 2006 File No. 262006.005/01101 Page 2 See IBC Sections 1704 and 1707. We assume the precast, prestressed concrete floor panels will be fabricated by a registered and approved fabricator. See Section 1704.2.2. The following is a summary: a. Concrete placement at concrete construction: Continuous, see also Section 1704.4. b. Reinforcement at concrete construction: Periodic, see also Section 1704.4. c. Installation of precast, prestressed concrete floor panels: Periodic, see also Section 1704.4. 2. The passive lateral earth pressure in the geotechnical section of the structural notes, Sheet S 1, should be reduced to 225 pcf. See page 8 of the geotechnical report. 3. HS20 live load is specified in criteria section of the structural notes, Sheet S 1. Based on the structural calculations, however, the structural design assumes 1120 loading. Please comment. 4. At the buoyancy calculations on page 6, an average elevation of 70.54 feet at finish grade is assumed, which is equal to 12 inches of soil cover. Detail 1 /S2, however, specifies a 9 -inch minimum depth of soil. This reduced soil cover over the vault will reduce the resistance to buoyancy effects. The detail should be revised. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Philip Brazil, P.E., S.E. Senior Engineer cc: Jim Hutson, Charter Homes (by surface mail) Bryan Colons, Collons Smith (by surface mail) dls\26 \planrevw \tkwila \06 \t011 rl .doc \prb Reid iddleton July 6, 2006 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 Riverton Lane Detention Vault —D06 -254 3837 S 130 Street, 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, Brenda Holt, Permit Coordinator end xc: Permit File No. D06 -254 Q: \Documents\ Structural Consultant \1306-254 - structural review.DOC Page I of 1 bb Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665 DEPARTMENTS: #fr Tiding Division / A Complete Comments: Please Route TUES/THURS ROUTING: 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 ACTIVITY NUMBER: D06 -254 PROJECT NAME: SITE ADDRESS: X Original Plan Submittal 3827 S 130 ST Response to Correction Letter # DATE: 06 -29 -06 RIVERTON LANE DETENTION VAULT Response to Incomplete Letter # Revision # After Permit Issued 511 fi t, Fire Prevention Approved with Conditions Structural 4 -wro Public Works iqi OA, /) 40 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ Structural Review Required No further Review Required DATE: DATE: Plan Division -6 1251 Permit Coordinator DUE DATE: 07-06-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ LETTER OF COMPLETENESS MAILED: Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 08-03-06 Not Approved (attach comments) E Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: License Information License CHARTHI962KF Licensee Name CHARTER HOMES INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602386032 Ind. Ins. Account Id #1 Business Type CORPORATION Address 1 601 UNION STREET Address 2 SUITE 5100 City SEATTLE County KING State WA Zip 98101 Phone 2063224393 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 5/6/2004 Expiration Date 5/6/2008 Suspend Date Separation Date Parent Company Previous License BAYDECw022MB Next License CAMBRPL953NE Associated License Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #1 DEVELOPERS SURETY & INDEM CO 572947C 05/05/2004 Until Cancelled $12,000.00 05/06/2004 Business Owner Information Name Role Effective Date Expiration Date LUDDEN, MARK PRESIDENT 05/06/2004 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries GeneraUSpecialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. https: // fortress .wa.gov /Ini/bbip /printer.aspx ?License= CHARTHI962KF 10/26/2006 CB #1 - TYPE I STA 2+20; 33.6'RT RIM=91.8* IE=87.80 (12"N) CB #4 - STA 1+45- RIM=90.1 IE=85.8. TYPE 2 DRIVEWAY CUT (TYP) CB #5 - TYPE I STA 0+75; 13'RT ESS ROAD tOT DR L TYPICAL) --- L5 33 LF -12" CPEP © 1.00% CB #2 - TYPE I STA 1+45- 16.7LT RIM=89.53 lE=85.53 " LOT DRAI.4 (TYPICAL) 1E-81.47 6' HIGH WOOD FENCE AROUND TRACT "A" BOUrsIDARY7--WITEL10' WIDE GATE AT IDE FOR SERVICE TO VAULT STA 2+58.20, 45'RT CB#7-TYPE 2 CONTROL STRUCTUR RIM = 68.50± IE=63.40 1OLF-12"0,S=1.0% -. QUALI AENT POOL: I 9649.020.x4.5_, . BOTTOMM.c: REV ‘VAU 3. :D._. bo, RAGE 8.0. 63. I = 4. VE STORA NW 1/4, SECTION 5, TOWNSHIP 24 NORTH, RANGE 6 EAST, W.M. RIVERTON ADDITION PMSIMIS No changes shall be made to the scope r c^scr% without prior approval of 7;.2.7.vil3 Building Division. NOTE.: Ravisions will require a new plan submittal and may include additional plan review fees. INTX. STA 1+27.62 STA 0+00 PRIVATE CB #12 - TYPE I VANE GRATE STA 1+72.76; 21.5' RT CJA RIM = 73.66 IE = 68.87 (E,W) AcTHALT DRIVE PROPOSED 9 LOT SHORT PLAT 3837 SOUTH 130TH STREET, TUKWILA, WA 98168 FAMILY PRYDE HOMES 2 PLEASE CALL 24 HOURS BEFORE DIGGING P. 0. BOX 40511 ONE •CALL UTILITY LOCATE 1-800-425-5555 BELLEVUE, WA 9801 5 425/766-9840 REVIEWED FOR CODE COMPLIANCE - S. 130th ST. ACCESS ROAD --- itn"rtw'-'n SEP 1 82006 anr6,••,, dzawasir.:4 0' 10' 20' 40' 1!1 SCAM horz f City Of Tu FlUILDING DIVISTOPki FILE COPY Permit No. Plan review approval is subject In MN and andaSkata. Approval of construction documents does not authOrtes the violation cf erty eccepc.ed code or oanance. Re** 5f approved Fi- -.1 Copy a conditions Is admowledged: By Date: 4C) City of Tukwila BUILDING DIVISION NOTE: 1. INSTALL STOP SION AND STOP BAR AT THE OUTLET OF S 13017-1 S7REET. 2 INSTALL. PN0 OUTLET. AND PRIVATE STREET SIGNS AT ENRANCE TO TRACT '76". 3. SEE S1 -3a7 7 FOR LIGHTING PLAN. IMPROVEMENTS AND 12 SO INSTALLATION R/D VAULT DRIVEWAY WEST VALLEY BUSINESS PARK 6632 SOUTH 1915T PLACE, SUITE E-102 • KENT, WA 96032 PHONE (425) 251-0665 FAX (425) 251-0625 STORM ON 130th STREET REV.NO. DRAWN BY REVISIONS TO VAULT REVISIONS APPROVAL 55 'RIVATE ACCESS R IMPROVEMENTS PLAN & PROFILE L03-047 JUN 29 2006 PERMIT CEi\ITER General Structural Notes tet' (THE FOLLOWING APPLY UNLESS SHOWN OTHERY4ISE ON THE DRAWINGS,) CRITERIA CONCRETE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2003 EDITION. SECTION 14105 AND ACI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE A5 FOLLOWS: DESIGN LOADING CRITERIA: 28 DAY STRENGTH MINIMUM CEMENT CONTENT MAX. W/C10000001 I LIVE LOAD I TYPE OF CONSTRUCTION W0) PER CUBIC YARD RATIO DEAD LOAD . s IL , '.- 41 ". MI . , 3'-b" A. FOOTINGS 3,000 PSI 4 SACKS 0.53 B. EXTERIOR WALLS AND CURBS 3,000 PSI 4i SACKS 0.53 STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH CIVIL DRAWINGS FOR BIDDING ANDSTRENGTH G. BEAMS 4 SLABS 4,000 PSI 411 SACKS 0.53 FILL VOID WITH HIGH GROUT REVIEWED FOR CODE COMPLIANCE 1 8P SEP 1 8 2006 SE -- -Cit`—Of Tukwila Typical Grouted Joint 5 9UILDI PkiT T I1 yp CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY CIVIL ENGINEER OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION. D. GROUT 4,000 PSI -- -- CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND THE MINIMUM AMOUNTS OF CEMENTITIOUS MATERIAL MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN SUBMITTED TO THE STRUCTURAL EN6II ER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR ACCORDANCE WITH THE DRAWINGS. TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF GEMENT, FINE AND COARSE AG6RE-6ATE, WATER AND ADMIXTURES, A5 HELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318-4141, CHAPTER 5. REVIEW OF METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THEY MIX SUBMITTALS BY THE ENGIN OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS 6HNERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN HRITIN6 TO THE CIVL SPECIFIED PRANCE. CORNER MATCH HORIZ. BARS TO CORNER EXTERIOR CROSS REINF. (ALT. HOOKS) BARS TO MATCH WALL HORIZ. REINF. AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHAN6E5 SHORN ON SHOP DRAWING, ONLY WILL NOT SATISFY THIS REQUIREMENT. ALL CONCRETE WITH SURFACES EXPOSED TO FREEZE -THAW CYCLE SHALL BE AIR -ENTRAINED WITH AN AIR - DRAWINGS INDICATE 6ENERAL AND TYPICAL DETAILS OF CONSTRUCTION. MERE CONTENT GONFORMIN6 TO IBC TABLE 14104.2.1. (2) #5 CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS REINFORCING STEN- SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT 51), GRADE 60, fy = S ED SHQNN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL 60,000 PSI. EXCEPTIONS: BARS SPECIFICALLY NOTED A5 SUCH ON THE DRAWINGS SHALL BE GRADE 40, BY THE CIVIL AND THE STRUCTURAL ENGINEER. fy = 40,000 PSI. GRADE 60 REINFORCING BARS WHICH ARE TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCEMENT COMPLYING WITH ASTM A615(51) MAY BE YELPED ONLY IF THE CONTRACTOR SUBMITS ALL STRUCTURAL SYSTEMS COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH YELPING PROCEDURES SPECIFIED IN A.W.S. ° ry SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND D1.4. ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. REINFORCING STEEL SHALL BE DETAILED ( INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI lr zt - /'2" il • WALL PER PLAN ' °---- SHOP DRAWINGS FOR R:INF'-ORCIN6 STEEL SHALL BE SUBMITTED TO THE CIVIL AND STRUCTURAL 315-412 AND 318-4141, LAP ALL CONTINUOUS REINFORCEMENT (#5 AND SMALLER) 40 BAR DIAMETERS OR \ ADDITIONAL CROSS ENGINEER FOR REVIEK PRIOR TO FABRICATION OF THESE ITEMS. 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS (#5 AND SMALLER) 40 BAR DIAMETE OR 2'-.0" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN CONTRACTOR CONTRACTOR SHALL SUBMIT WALL ELEVATION DRAWINGS OF AT LEAST 1/8" = 1'-0" SCALE INDICATING ACCORDANCE WITH ACI 318-4141 CLASS B. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" LOCATIONS LOCATIONS OF CONNECTION ALTS AND WALL OPENINGS FOR REVIEW PRIOR TO AT SIDES AND ENDS. CONSTRUCTION. CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT SHOP DRAWINGS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIN3ED BY THE THE DRAWINGS OR APPROVED BY THE STRUCTURAL ENGINEER. EPS ST ° VERT. BARS WALL 11, ' II II GALVANIZED 1°0 —DIMENSION SHOWN 15 FOR TYPICAL VAULT. 6 EMBED. ENGINEER OF RECORD AND THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONCRETE PROTECTION (COVER) FOR REINFORCING STSHALL BE A5 FOLLOWS: ET. T_,_ ^_ 5INGL CURTAIN BAR (ASTM A36)-- in ATINSIDERATLENSTH O)= HEAT TREATED INCREASED TO FOR sl=r s I SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY. THE REPRODUCIBLE SHALL BE RETURNED.MARKED AND FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3° SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE FORMED SURFACES EXPOSED TO EARTH ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH (i.e. WALLS BELOW GROUND) OR TO HEATHER (#6 BARS OR LARGER) 2" MATERIAL I5 INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED (#5 BARS OR SMALLER) 1 JillMINIMUM FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP PRAWNS SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED, EITHER COLUMN TIES (OR SPIRALS AND BEAM STIRRUPS 1 i" PRIOR TO OR AFTER, SHOP DRAWING SUBMITTALS ARE PROCESSED BY ThE ENGINEER, THE DESIGN SLABS AND WALLS (INTERIOR FACE) GREATER OF (BAR DIAMETER PLUS 1/8') or 4" DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. SHOP DRAWINGS OF DESIGN BUILD COMPONENTS, INCLUDING UTILITY VAULT LIDS AND MANHOLES SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP, STATE OF WASHINGTON, AND CAST -IN-PLACE CONCRETE: SEE CIVIL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF PIPE Corner Bars 9 Access Ladder 10 STRAIGHT DEVELOPMENT LENGTH(Ld) VERT. WITH OPENING REINF. PER WALLSECTIONS ADD'L VERT. BAR EACH SIDE f 'c = 3000 P51 f'c - 4000 to 5000 P51 -) BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS # 3 16" I3" 14" 12" #4 22" II" II" IS" # 5 Tr 21" 23" IS" # 6 35" 27° 31" 24° "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. CLEAR 15 LESS THAN 2x DIAMETER CO LYREBARQRTHECE TERO ENTER5PAGNG 15 LESSTHAN(4I, BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 4396. MINIMUM LAP SPLICE LENGTHS (LS) (CLASS B) I I SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE PENETRATIONS AND OPENINGS IN CONCRETE WALLS AND VAULT LID. ENGII R OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENTPER DESIGN I5 RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY COCTIONS NOT SPECIFICALLY CALLED OUT ON CIVIL OR STRUCTURAL DRAWINN65. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE MADE AVAILABLE UPON REQUEST. INSPECTION: CONCRETE CONSTRUCTION, STRUCTURAL STEEL FABRICATION AND ERECTION HORIZ.REINF. WALL SECTIONS ,Irc7,1F .1rA IIIIIIIIIIII ( INCLUDING FIELD V J IMG AND HI6H-STRI3N6TH FIELD BOLTING), EXPANSION BOLTS, THREADED EXPANSION INSERTS, AND EPDXY GROUTED INSTALLATION SHALL BE SUPERVISED IN ACCORDANCE WITH SECTION 1101 OF THE UBG AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE CIVIL. THE CIVIL AND STRUCTURAL ENGINEER SHALL BE FURNISHED WITH COPIES OF ALL INSFECTION REPORTS AND TEST RESULTS. GEOTEGHN I GAL flipI f 'c = 3000 PSI PG - 4000 to 5000 P5I ''0 Typical y Wall Penetration 15 BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS # 3 21" 16" IS" 16" # 4 28" 22" 24" 141" # 5 35" 21" 30" 23" # 6 46" 35" 40" 31" FOUNDATION NOTES: SUB6RADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOM1MErDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE GEOTECHNICAL ENGI1 FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR . # 7 65' 48" 54" 42" NE TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12"DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER 15 LESS THAN 2x THE DIAMETER OF THE BAR OR THE CENTER -TO -CENTER SPACING 15 LESS THAN (4) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 43%. MINIMUM EMBEDMENT LENGTHS (Ldh) FOR STANDARD END HOOKS REVIEWED plan + reviewed iewed fur general cwtharmance with the fuil rwintt. as aeended key the jurisdiction: Stru.tnrai Provisions of the tMernatiaaal Building Code Noa-atructurai Previsions of the international Buildialg Cone CONTROLLED, COMPACTED STRUCTURAL FILL, AT LEAST 16" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ ELEVATIONS SHOWN ON THE DRAWINGS ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS SHALL BE ESTABLISHED BY THE CONTRACTOR IN THFIELD WORKING WITH THE TESTING LAB AND GEOTECHNICAL ENGIN. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAININN6, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE GEOTECHNICAL REPORT. ALLOWABLE SOIL PRESSURE NATIVE 3,000 P5F project apph.s M is ra+paruiMe for conformance with all applicable maim. . dodge relieve the Architect and li•rrr d yard of responsibility Sn in .oarrduwe with the taw Grow Ntwrgi and the nate of Washi SOIL DENSITY #rJ GOEIFIGEINT OF FRICTION . LATERAL EARTH PRESSURE - PASSIVE: 225 PGF - AGTIVE(DRAINED) : AGTIVC-(SATURAIT^D) 410 PGF A. for general uses: BAR SIZE f'G = 3000 PSI f'c =4000 to 5000 P51 GEOTECHNICAL REPORT INCE: ZIPPER ZEMAN ASSOCIATES, INC. REPORT NUMBER J-631. DATED FEBRUARY q, 2000. I. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 2'14". 2. END COVER FOR 410° HOOKS MUST BE EQUAL TO OR GREATER THAN 2". Reinforcement Development Length and Splice Schedule 19 CITY OF TUKWILA, WASHINGTON GROUT DAM I Review Engineer Completion Date Review Engineer Completion Date General Notes 17 Riser Opening without Knee Wall P 9 18 Review Engineer Approval Date 4/8/06 EXPIRES 11/02/2006 collons t. smith structural engineers 485 Front Steet N Suite F-3 Issaquah, WA 98027 p:425.369.1101 - f:425.369.1I57 NO. DATE REVISION 0 3/14/06 Permit Submittal I 4/8/06 Permit Garments SHEET TITLE Genera I Structural Notes 4 Details 06-001 JOB NO.: TKE DRAWN: BLC DESIGNED: 3/14/06 DATE: SHEET NU66ER: S7 SLAB ON GRADE PER PLAN I" CLR. • • C • 1-4-- DRAINAGE MAT OR FREE DRAINING BACKFILL. CONTRACTOR'S OPTION RSo FOOTING DRAIN: igEL. 63.50' MAX. II F • • • • FOR CALL -OUTS IN COMMON SEE DETAIL 3/52 *4 x 24 LEG HORIZ. EVERY OTHER CELL POUR SLOT BY CTC EVERY OTHER CELL ILII WIDTH PER PLAN DOWEL PER 3/52 4 REINF. PER 52 11 I I =11= I I I I ILII II1E1III 4. a 4 4 C 4 • WALL PER 52 • Scale:%1=11-0" 4 Exterior Wall �-(2) it4 CONT. 4" • I " GLR. VOLCLAY WATERSTOP RXIOIT. INSTALL PER MFR'S SPECIFICATIONS OR 4" PVC WATERSTOP SLAB ON GRADE PER PLAN • • #5x ®9"oc I DRAINAGE MAT OR FREE DRAINING BACKFILL. • CONTRACTOR'S OPTION • • 0•00 :•o..; ., FOOTING DRAIN: g° EL. 63.50' MAX. 5" • 115x ®12"cc ALT. HOOK WIDTH PER PLAN 4 REINF. PER 52 Scale: ' = 1'-0. I'� Exterior Wall �S/ 8" 1/52 ? 2'-0" J ! 1I'-2" 8" I-- 111 CN O CC) I: 111 Zes in <3/52 31-6" J .686.51.1 45666d.16.1 POOMPPIO .8.555,11 6.15811M MM.. PM.. POMP/Me MMMA 11.044M4• 011000011000 011,0111111,PP P81101,MM 40000.065 ma LEGEND 60.0' 60.0' SLAB ON GRADE PER NOTE I 658,2611,61. 60.0' MMP:PP M0000000 PERFORATED DRAIN TILE. SEE 3/52 TIGHT -LINE TO CB *7 12"eP OUTLET I.E. = 63.40' 2:-O" 7,1212,PLIM 44727,1:1:1:1, mammy swam. womana mamma mamma maga. vammon 1111,111,,,P, PAPT71:47P r 3/52 W -X X' WALL PER SCHEDULE THIS SHEET TOP OF CONCRETE ACCESS LADDER, SEE 10/53.1 2 @ 4'-0" 31-2" NHA TYP. ALL WALLS FOUNDATION PLAN NOTES I• SLAB ON GRADE ELEVATION VARIES SEE PLAN AND CIVIL PLAN. SLAB SHALL BE 5" THICK WITH *4 to 20"oc EACH WAY. MAINTAIN 3" COVER BETUEEN SOIL AND BOTTOM BAR. 2. HORIZONTAL CONTROL BY OTHERS. Foundation Plan 3. SEE 15/SI FOR REINFORCING REQUIREMENTS AT WALL PENETRATIONS. 4. OWNER TO VERIFY GEOTECHNICAL INFORMATION SHOWN ON SHEET 51 PRIOR TO PLACING CONCRETE Scale: 416" = 1'-0" 4'-0" J » NORTH FOOTING SCHEDULE PLAN CALLOUT WIDTH DEPTH REINFORCING LONG. (I.) TRANS. 2'-0" II%" (2)#5 -- 314" 1114" (305 51322 I. EQUALLY SPACE LONGITUDINAL BARS ACROSS FOOTING WIDTH 3/52 60 A 1/52 WALL SCHEDULE WALL CALLOUT THICKNESS REINFORCING INSIDE FACE OUTSIDE FACE VERT. HORIZ. VERT. HORIZ. 8" 6V10 4HI2 -- -- W -A I'-6" I8/SI (2)PLACES 1/52 v H.G.P. PER NOTE 2, TYP. T.O. PLANK ELEV. = 69.54' A 5/SI TYP. 24"d) MANHOLE (2)PLACES A 3/52 LID PLAN NOTES SEE GENERAL NOTES FOR LOADING CRITERIA, 2. PLANKS ARE I2'16" THICK PRECAST, PRESTRESSED, MANUFACTURED BY CONCRETE TECHNOLOGY, INC. TACOMA, WASHINGTON. CONTACT: RON BRUSSEAU AT (206) 284-9611 3. MANHOLES 4 PLANKS SHALL BE DESIGNED FOR AASHTO H2O LOADING. 4. VERIFIY ELEVATIONS AND DESIGN SOIL DEPTHS SHOWN WITH CURRENT CIVIL GRADING PLAN. Plank Layout Plan Scale: 4f6" = I'-0" NORTH 1/52 MAINTAIN 1" MIN. COVER ALONG EAST WALL Scale:•=I'-0' Foundation Plan REV AENNE.D �N E CODE COVIc SU IVO POSOCA D EVIIER/Erni SEP 1 3 2006 10 REID MIDDLETON, INC. Doe- 294 Scale: W6. r- I'-01 4 H.C.P. Lid Plan CITY OF TUKWILA, WASHINGTON Review Engineer Completion Date Review Engineer Completion Date Review Engineer Approval Date 'IO, 9/8/06 EXPIRES 11/02/2006 collons 4. smith structural engineers 485 Front Steet N M Suite F-3 Issaquah, WA 98027 p:425.369.1101 , f 425.369.1157 NO. DATE REVISION 0 3/14/06 Permit rlubmittel I 9/6/06 Permit Garments SHEET TITLE Foundation Plan, Lid Plan $ Details 06-001 JOB NO.: TKE DRAWN: BLC DESIGNED: 3/14/06 DATE SHEET NIMES: S2