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Permit D06-381 - Normed - Detention Vault
NORMED DETENTION VAULT 4310 S 131 PL D06 -381 Parcel No.: 7349200055 Address: 4310 S 131 PL TURIN Suite No: Tenant: Name: NORMED DETENTION VAULT Address: 4310 S 131 PL , TUKWILA WA Owner: Name: NORMED SHAW PTN Address: PO BOX 3644 , SEATTLE WA 98124 Phone: Value of Construction: 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: http: / /www.ci.tukwila.wa.us Contact Person: Name: DAVID E KEHLE Address: 12720 GATEWAY DR, STE 116 , SEATTLE WA 98168 Phone: 206 433 -8997 Contractor: Name: DONOVAN BROTHERS INC. Address: P.O. BOX 818 , AUBURN, WA 98071 -0818 Phone: 253 -939 -7777 Contractor License No: DONOVBI09405 $80,000.00 DEVELOPMENT PERMIT DESCRIPTION OF WORK: CONSTRUCTION OF UNDERGROUND DETENTION VAULT FOR STORM WATER COLLECTION * *continued on next page ** Permit Number: D06 - 381 Issue Date: 11/17/2006 Permit Expires On: 05/16/2007 Expiration Date: 03/05/2007 Steven M. Mullet, Mayor Steve Lancaster, Director Fees Collected: $1,750.83 International Building Code Edition: 2003 Occupancy per IBC: doc: IBC -10/06 D06 -381 Printed: 11 -17 -2006 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N 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 Fire Loop Hydrant: N Number: 0 Flood Control Zone: Hauling: N Start Time: Land Altering: Volumes: Cut 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: Permit Number: DO6 -381 Issue Date: 11/17/2006 Permit Expires On: 05/16/2007 Size (Inches): 0 End Time: Fill 0 c.y. End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: Print Name: GL/t-6Licit. ituvao M rti Date: I l I1 - 1 ,0 19 Date: f / 0 Steven M. Mullet, Mayor Steve Lancaster, Director I hereby certify that I have read an ' _ permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be oomph they 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 constructi o t or jlle performance of worth. I am authorized to sign and obtain this development permit. This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC-10 /06 006 -381 Printed: 11 -17 -2006 Parcel No.: 7349200055 Address: Suite No: Tenant: 4310 S 131 PL TUKW 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 12: ** *FIRE 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 NORMED DETENTION VAULT PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D06 -381 ISSUED 10/10/2006 11/17/2006 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. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 7: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 8: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: All wood to remain in placed concrete shall be treated wood. 11: 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. 13: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 14: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 45,000 lbs. 15: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of doc: Cond - 10/06 006 -381 Printed: 11 -17 -2006 such condition or violation. 16: These plans were (206)575 -4407. 17: NO WORK SHALL OF THE VAULT. 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 reviewed by Inspector 511. It you have any questions, please call Tukwila Fire Prevention Bureau at OCCUR OUTSIDE THE SILT FENCE AREA IN THE WETLAND ENHANCEMENT/BUFFER AREA ON THE NORTH SIDE * *continued on next page ** doe: Cond -10/06 D06 -381 Printed: 11 -17 -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: / a de a �� jj ` y q ANto Date: / 7 - I Print Name: Mash - 774 60 doc: Cond -10 /06 D06 -381 Printed: 11 -17 -2006 CITY OF TUKWIL't' Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http:lwww. ci.tukwila. wa. us Site Address: 4V LD �i 7 Tenant Name: Property Owners Name: Name: A P lai Mailing Address: It 1 Zo Company Name: Mailing Address: Ka, Contact Person: ?U V IG4 Building Permit No W a[ - N 1 Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No Project No. (For office use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. "Please Print" Ptia ��� lbw ReNewArir yy Mailing Address: 4 T 1 Jld I ' Yom. E -Mail Address: Akelik a d Miteitrok. toM Company Name: 1 ✓ [ t C J t 1w- Mailing Address: p O % ti b Contact Person: .,,, ''�,_ E -Mail Address: P hit5Ye Ol �Ovt Contractor Registration Nrmmber. 9urte It& Company Name: 44111D heftle Pate lCt r �t l � / Mailing Address: •'17,o 1 �tYr6&i I1{# �,, Contact Person:Oh° L_ i ��� E -Mail Address: (leak e 2W6&PGh. Gobi G quv tool as 11D%w Na. E -Mail Address: Q:Npplicrimtram.NMimam; Oe IincV -2W - Permit Mr inuondoe Revised: 43106 m r� ►�b Cc). SITE LOCATION King Co Assessor's Tax No.: I ✓'r1 lit 1 Suite Nrmmber. Floor. New Tenant: ❑ Yes t uo CONTACT PERSON y Telephone'w10- City State A �- � I te p Fax Number. 109 L-t tP GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5) ) lette l VS . City State Day Telephone: v /5' ' V I � t Fax Number 't ^ �3 "'`� e14- Expiration Date: b3 Ier� b�— ARCHITECT OF RECORD —All plans mast be wet stamped by Architect of Record frAiltve (vb. 6 1 leg City �/� ( Stare Zip Day Telephone: H/'E " `T 93 III- Fax Number WD - S "D3601 ENGINEER OF RECORD —All plans must be wet stamped by Engineer of Record 00 f %lAllc Lt-t. lot tAhVeer. tk 4 6,12_ Day : 4Z ' 43 -lent- LP 4M -743- se Fax Number. V/ TUKWI LA Page 1 of 6 BUILDING PERMIT INFORIt LION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ Existing Buildinn Valuation: � $ �` Scope of Work (please provide de i ed info ation): Maw* Maw* 0aQ(a,n9U11� 1/L4k 4tokl W ULd 02- rieM Ulm cy 1 ► rz Will there be new rack storage? ❑..Yes ..No (If yes, a separate permit and plan submittal will be required) Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single - family building footprint (area of the foundation of all sauchues, 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: 0.. 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 -1/1 x 11 paper indicating quantities and Material Safety Data Sheets. SEPTIC SYSTEM: ❑ On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. QM014ieaiOas1ra n,Appnp6Ue. Oa tisU -2006 -Penes Applaauon.doc Revisal: 4-2006 bb Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per Type of Occupancy per IBC l Floor Cer54" I, t- / Y„ 11 11� r ff++ 2p Floor 3 Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck BUILDING PERMIT INFORIt LION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ Existing Buildinn Valuation: � $ �` Scope of Work (please provide de i ed info ation): Maw* Maw* 0aQ(a,n9U11� 1/L4k 4tokl W ULd 02- rieM Ulm cy 1 ► rz Will there be new rack storage? ❑..Yes ..No (If yes, a separate permit and plan submittal will be required) Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single - family building footprint (area of the foundation of all sauchues, 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: 0.. 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 -1/1 x 11 paper indicating quantities and Material Safety Data Sheets. SEPTIC SYSTEM: ❑ On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. QM014ieaiOas1ra n,Appnp6Ue. Oa tisU -2006 -Penes Applaauon.doc Revisal: 4-2006 bb Page 2 of 6 PERMIT APPLICATION NOTES — Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing andjustiftable cause demonstrated. Section 105.12 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING O'VNE Signature: Print Name: Mailing Address RIZED AGENT: .. /tat 0111/21 / 1 Date Application Accepted: 101 t o I OIi Q Apiicatimd \Fmns-Appliraliom On U10 3-2005 - Paniil Applimnondac Revised: 4-a1e6 bn Date Application Expires: Date: lb o trite Day Telephone:10& -493 - I Vb . /SW City State Zip Staff Initials: Page 6 of 6 Parcel No.: 7349200055 Address: 4310 S 131 PL TUKW Suite No: Applicant: NORMED DETENTION VAULT Receipt No.: R06 -01844 Initials: JEM User ID: 1632 City of Tukwila Payee: DAVID E. KEHLE ARCHITECT TRANSACTION LIST: Type Method Description Amount doc: Receipt -06 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Payment Check 17643 1,062.88 ACCOUNT ITEM LIST: Description BUILDING - NONRES STATE BUILDING SURCHARGE Account Code Current Pmts 000/322.100 1,058.38 000/386.904 4.50 Total: $1,062.88 Pent-tin/umber: D06 -381 Status: APPROVED Applied Date: 10/10/2006 Issue Date: Payment Amount: 51,062.88 Payment Date: 11/17/2006 10:15 AM Balance: 50.00 1842 11/17 9710 TOTAL 1062 . 'ld: 11-17-2006 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7349200055 Permit Number: D06 -381 Address* 4310 S 131 PL TUKW Status: PENDING Suite No: Applied Date: 10/10/2006 Applicant: NORMED DETENTION VAULT Issue Date: Receipt No.: R06 -01605 Payment Amount: 687.95 Initials: JEM Payment Date: 10/10/2006 02:47 PM User ID: 1165 Balance $1,062.88 Payee: DAVID E. KEHLE ARCHITECT TRANSACTION LIST: Type Method Description Amount RECEIPT Payment Check 17559 687.95 ACCOUNT ITEM LIST: Description Current Pmts PLAN CHECK - NONRES Account Code 000/345.830 687.95 Total: 687.95 0614 10/10 9716 TOTAL 745.95 doc: Receipt Printed: 10.10 -2006 COMMENTS: r 4 — hI ,,I fl /CV/ ft 1 - i r/ / (/ ilia/ / 4 - P o ' i • - /�j�/sv -e 0 3 � S / % ^ W l / ' / i // / ` -9®` - 0-wl 07 Tv' ' l aS4N M/ d 7 5-" 7U Date Called: Special Instructions: Date -j ' 30 — 0 7 ` p.m. / \ Project: Ain / McCb />7Fit/7io 4j, of Inspection: , 1/471 // % / /A .'9 Address: 4 < 70 S / -/ ,.9Z-. Date Called: Special Instructions: Date -j ' 30 — 0 7 ` p.m. Requester: Phone No: .) 6 -3sv- o`9s -- 1 PE IT NO. p /-r CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20 31 -6 0 INSPECTION NO. Iv I Approved per applicable codes spe r: A— R:l No.: INSPECTION RECORD Retain a copy with permit r / kr�L.i Corrections required prior to approval. ' Date: .1d -a7 .00 REINSPECT! FEE RgSQUIRED. Prior o inspection. fee must be aid at 6300 Southce er BL4d.. Suite 100. Cal the schedule reinspection. 'Date: Project: / 0 per applicable Type of Inspectioni/C// ✓rates Addre i 3 /O / ��ate Called: J , Special Instructions: Oa <755V-12/ Date Wanted: / z— � / era p. 7 —/ r _ p.tt L�`� Requester Phone Nd: / 7�Y; —' W s —10 8.5S Approved per applicable codes. Corrections required prior to approval. COMMENTS: 7> / l ,Pos " ,t/3ty cm/ S/ P ICJ✓ ?al✓. Inspec r: ..✓i Date: l2- 7 -cp� �� INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 sap Pi IT N• 'dill', li •t31y 3 ❑ 8 . 00 REIN ECT IO FEE REQUIR . Pnor to inspec f must be paid at 6300 Southcentltr Blvd., Sul 100. Call to sechedule reinspection. Receipt No.: Date: 13 Project: (I o a M GI) Sprinklers: Fire Alarm: Type of Inspection: - Pt 7EN77oN VA our 1 iNA& Address: ya /D _ . Suite #: 1;51 aL Contact rson: / Special Instructions: Phone No.: 2o6 _65 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT D06 3y),,/ PERMIT NUMBERS 8188 206- 575 -4407 -F Approved per applicable codes n Corrections required prior to approval. COMMENTS: J2r }' noi✓ VA vt r Fw r O K. Inspector: C to /5 12 a Date: 6 /3, /67 Hrs.: / 11/4 the $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from e City of Tukwila Finance Department Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 May 18, 2007 City of Tukwila Building Department 6200 Southcenter Blvd Tukwila, WA 98188 Project: Normed Shaw Detention Vault Permit Number: D06381 Address: 4310 S. 131 Place, Tukwila Job Number: 06 -753 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. Items inspected are: 1. Reinforcing steel 2. Reinforced concrete 3. Grout of vault infill Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Susan Rosenau -Moser Vice President Email c: tve(aldbros.com OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118-3216 USA Tel: (206) 725-4600 • Toll Free: (888) OTTO-4-US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.cor Ireett ,'e^ MAYS 7007 tRokiscu. SITE STRUCTURES REVIEWED FOR CODE COMPLIANCE snnnnuFD NOV 15 2,006 OW Of TlikwIla BUILDING DIVISION A Division of Kosnik Engineering, PC r t City of Tukwila, Washington Structural Calculations for Permit Submittal Project No. S -06 -190 October 9, 2006 FILE COPY \. Permit No. r r r , __tons NORMED DEVELOPMENT Storm Water Detention Vault `EXPIRES 9• '5• � 4 RECEIVED CITY OFTUKWILA OCT 10 2006 PERMIT CENTER tXlr3 16300 Mill Creek Blvd., Suite G -2, Mill Creek, WA 98012 • (425) 743 -7004 (phone) • (425) 743 -1848 (fax) NorMed Development Storm Water Detention Vault Project No. S- 06-190 STRUCTURAL CALCULATIONS INDEX Sheet Design Criteria 01 Lid Review 02 Lateral Pressures Review 03 Wall & Footing Design 04 — 06 Grade Slab Design 07 — 08 Header Design 09 —10 Grate Beam Design 11 Seismic Review 12 —13 Diaphragm Review 14 Appendix A: Vehicle Loading Al Pre-cast Plank Section Properties & Load Charts A2 — AS Truck Live Load & Wall Pressure Charts A6 Geotechnical Report Excerpts A7 — A9 DESIGN CRITERIA Code: 2003 IBC Permitting Agency: City of Tukwila Soil Cover: 1' -0" minimum to 1' -8" maximum Lid Loading: HS20 -44 truck loading 45k Fire Truck Outrigger 150 psf uniform live load Uniform live load not to act concurrently with truck wheel loading. Foundation Design: NorMed Development Storm Water Detention Vault Foundation design is based on the following values derived from the geotechnical report by Terra Associates, Inc. dated November 17, 2004: Allowable Bearing Pressure: 2,000 psf Lateral Earth Pressures on Vault Walls: At Rest Condition: 50 pcf EFW (Drained Level Backfill) Seismic Addition: E = 8H psf (At Rest Condition) Passive Soil Resistance: 300 pcf EFW (F.S. = 1.5) Coefficient of Base Friction: 0.35 (F.S. = 1.5) Saturated Soil Density: 125 pcf IBC Soil Classification: D Material Requirements: Rebar: Grade 60 Concrete: fc= 3000 psi Lid: Pre -cast, Pre - stressed Hollow Core Plank 12 -1/2" thick. t° /' t / "(- SITE STRUCTURES 16300 MILL CREEK BLVD Suite 105, - (425)- 743 -7004 PRECAST HOLLOW CORE PLANK REVIEW Lid Data Soil Desity Soil Cover depth over lid Plank design clear span Design Uniform Live Load Design Superimposed Load Plank capacity based on uniform superimposed load tables see appendix A sheet A5 for load span tables Plank span No of tendons Allowable superimposed loads 28 ft 8 Allowable superimposed loads base of design span of Based on flexural capacity Based on shear capacity Plank capacity based on truck load charts see appendix A sheets A2 -A4 for load span chart Plank span No of tendons Project NorMed Development sheet 2 date t o/I /aro prj. no. S -06 -190 18.25 ft 8 125 pcf 1.7 ft 18 ft 250 psf 462.5 psf v 18.25 ft 307 psf 723 psf 471 psf Allowable soil cover without knee -walls 1:0 to 7.0 ft — K ti ' =c v./cu.-5 F`Ea i> Allowable soil cover with knee -walls na ft SITE STRUCTURES 16300 MILL CREEK BLVD Suite G2, - (425) - 743 -7004 Vault Walls - Lateral Pressures Review Minimum soil cover depth to top of wall: Maximum soil cover depth to top of wall: Wall Height: At -Rest soil pressure: Uniform Addition to At -Rest soil pressure: Soil Density: Load Combinations: 1.6 L (soil pressure) + 1.4 L (soil pressure) + Due to HS20 Truck Loading: 1.0 ft min cover over lid: 1.7 ft max cover over lid: Total Factored Lateral Force: 1.0 ft min cover over lid: 1.7 ft max cover over lid: Due to Uniform Surcharge Load: Uniform surcharge: Equivalent lateral force: Total Factored Lateral Force: 1.7 ft max cover over lid: Due to Seismic Activity: Uniform seismic addition: E = Seismic lateral force: Project NorMed A& (see appendix A4) 150 psf Uniform 120 psf Uniform 4361 plf Total Factored Lateral Force: 1.7 ft max cover over lid: 3381 pit 250 psf 100 psf Uniform 8H 76 psf Uniform 2ft 2.7 ft V 6.75ft - 50 pcf EFD 0 psf 125 pcf 1.6 L (surcharge/wheel load) 1.0 L (seismic) 4523 plf 4577 plf 4— ca tR0LS sheet: 3 date: t ch An_ pd. no. S -06 -190 S� 1aCtbtPora_ SITE STRUCTURES 16300 MILL CREEK BLVD Suite G2, - (425) - 743 -7004 Design Data Soil Density Soil Cover depth to the top of the wall Wall height Soil Pressure EFW Surcharge Information uniform S1 = 250 psf (on surface of ground) Equiv Ws = 100 psf truck Ws = 120 psf (on surface of wall - see design chart ) Critical Design Surcharge pressure = Calculated Design Forces W1= 255 W2= 337.5 M1 = 1452 M2 = 986 Wall Reinforcing Wail thickness 8 inches Clear Cover 3.69 inches Rebar Size 5 Rebar Area 0.31 sq -in Bar spacing 12 inches Rebar strength fy= 60 ksi conc strength fc = 3000 psi Load Factor = 1.6 Anchorage at Top of the Wall Shear capacity of Dowel = Bearing capacity of Dowel = Ru = Anchorage at Bottom of the Wall Ru = Nominal Shear friction capacity of the footing to wall Dowel Fl = 1721.25 lbs F2 = 1139.063 lbs M total= Project NorMed Development 1985 plf 7440 plf elk 5250 plf 2592 plf or 9486 plf 125 pcf 2.7 ft' 6.75 ft' 50 pcf 120 psf (on the surface of the wall) — HS 2a 2439 ft-lbs Assume comp block = Depth to CL of bar = d -a/2 = calc comp block = phi Mn = Mu = Rebar Dowel Size = Dowel Area = Dowel strength fy= Dowel Spacing = Dowel brg length = conc strength fc = Ws1 = Ws2 = R top = R bot = 0.61 inches 4.00 inches 3.6925 inches 0.61 inches 5151 ft-lbs 3902 ft-lbs /4/.- 5 0.31 sq -in 60 ksi 12 inches 2 inches 3000 psi sheet: Le date: t °/4 An. prj. no. S -06 -190 135 psf 337.5 psf Lv/4AINCr 1240 lbs 1620 lbs 7 E ✓, vEl g F C^'T Rebar Dowel Size = 5 Dowel Area = 0.31 sq -in Dowel strength fy= 60 ksi tt 5 Dowel Spacing = 12 inches Frt.- -r° - '''AI - Coefficient of friction = 0.6 smooth surface SITE STRUCTURES 16300 MILL CREEK BLVD Suite G2, - (425)- 743 -7004 Project Design Data : Wall Foundation Loads Analysis NorMed Development Soil Desiity 125 pcf 1.5 ft - kv 90 psf 250 psf HS20 -44 Soil Cover over the lid Plank weight Uniform Live Load Truck Rating Wall Height 6.75 ft Front Axle Load Rear Axle #1 Load Rear Axle #2 Load Total vehicle wt Truck Wheel Load Distribution to Perimeter Wall Foundation Truck Perpendicular to the perimeter wall w/ rear axle #2 directly over wall & distance to axle #1 = 14ft total truck load to wall = 39111 lbs distribution width = 24.5 ft Load @ base of wall = 1596 plf Truck Parallel to the perimeter wall w/ one wheel over wall & 2nd wheel on plank (incl axle 1&2 only ) total truck load to wall = 53333 lbs calc distribution width = 32.5 ft Load © base of wall = 1641 plf Truck Wheel Load Distribution to Interior Wall Foundation Per. wall Cell Width Int. wall Cell Width left Int. wall Cell Width right 8000 lbs 32000 lbs 32000 lbs 72000 lbs sheet date pd. no. Truck Perpendicular to the int wall w/ rear axle #2 centered over the wall & dist between axles = 14ft total truck load to wall = 38379 lbs distribution width = 24.5 ft Load © base of wall = 1566 plf Truck Perpendicular to the interior wall w/ rear axle #2 directly over wall & distance to axle #1 = 14ft total truck load to wall = total truck load to wall = distribution width = Truck Parallel to the interior wall w/ one wheel over wall & 2nd wheel on plank and axle 1&2 only ) total truck load to wall = 53333 lbs left plank Load C@ base of wall = 1641 plf total truck load to wall = 52706 lbs right plank distribution width = 32.5 ft 39111 lbs left plank Load © base of wall = 1596 of 37647 lbs right plank Load @ base of wall = 1537 plf 24.5 ft Load © base of wall = 1622 plf Truck Parallel to the interior wall w/ the truck centered over the wall find axle 1&2 only total truck load to wall = 53020 lbs distribution width = 32.5 ft Load © base of wall = Uniform Live Load distribution to Wall Footings Perimeter Wall Interior Wall 2250 plf 4375 plf L ' ~ 18ft 18 ft 17 ft 1631 plf S 1 10 S -06 -190 SITE STRUCTURES Project 16300 MILL CREEK BLVD Suite G2 - (425) 743 - 7004 Design Data : Wall Foundation Design Allowable Bearing Pressure Rebar strength fy = Concrete strength = 2000 psf 60 ksi 3000 psi Soil Desiity 125 pcf Soil Cover over the lid 1.5 ft Perimeter Wall Footing Design Design live load 2250 plf Soil Cover dead load Plank dead load Wall dead load 1813 plf 870 plf 675 plf total dead load 3358 plf Total live + dead Load 5608 plf Required Ftg Width Selected Ftg Width Qu = 2696 psf As regd = 0.034 sq - in /ft Asmin = 0.4257 sq - in /ft 1.33 x As regd = 0.045 sq - in /ft — p or= Interior Wall Footing Design Design live load 4375 plf Soil Cover dead load Plank dead load Wall dead load total dead load 5531.25 plf Total live + dead Load 9906.25 plf Required Ftg Width Selected Ftg Width Qu = 2728 psf As regd = 0.139 sq -in /ft Asmin = 0.4257 sq -in /ft 1.33 x As regd = 0.185 sq -in /ft 3281.25 plf 1575 plf 675 plf NorMed Development 2.80 ft F 3`'i x 1't a_ 2.83 ft Selected Ftg Thickness Mu = Vu = phi Vn= 4.95 ft 5 ft V °I` Selected Ftg Thickness Mu= Vu = phi Vn= rYP L.F 1577 ft-lbs 2916 plf 11732 plf rtlr 5 i-R-13 L.F 1.6 1.2 1.2 1.2 1.6 1.2 1.2 1.2 6402 ft-lbs 5910 plf 11732 plf Slsh5 g-G 1of Per. wall Cell Width Int. wall Cell Width left Int. wall Cell Width right Plank weight Wall Height Wall Thickness W Wu 3600 plf 2175 plf 1044 plf 810 plf 4029 plf 7629 plf at face of wall at face of wall at face of wall 7000 plf 3937.5 plf 1890 plf 810 plf 6637.5 plf 13637.5 plf at face of wall at face of wall at face of wall sheet date prj. no. 14in'� 14 ins' 18 ft 18 ft 17 ft 90 psf 6.75 ft 8 inches (o R.0/1 lac.- S -06 -190 A ° NC SITE STRUCTURES A Division of Corn it Enginnring, PC Cs. Rt4DF Sw+ti 26 ✓t =w D,afr' .J -a_a v = 1.7 TOP ot= F T& = 5 . `r IJSt= (o" S-0-G &YD/zSritric. t-'P -tPr I. (t7 -5.t + 10 //z.)(62.9) - /2.56 - 2fleL-t= 2-S ?A Gta+JT L o. V v r .lfs. IrJj- Project Nttl'tz•e• 2$45 (l7 5 )2 ll•0 = 1 3- 0.75/a = 6.63" a= ea" e- - 7— ( ,2" ,4 it (t2-) ., S fEcpo 541 (6.x-) G,�° M = 0 At ) 71 FrroM I 7 ' / - ' 9 •'4 ' - p/z - #5c'/6 „ % cat-r gor �M (‘0/2-)(4 z3)(6 = 6..g1” M L. ,' A- (t l - 6.9)/ I (L.(.4) Sheet Date Job No I• ,4DD Fib 7'° Ftr e—tb Iege Ilo,h /l2 = 3. -� y lal-n fag #5 5i-z. _44 o Oil "It>tTev._/rtL 4f s x rf' d" (15 /(a !e- 411,4_17E D or- 7 tfS j,_)r t.✓Ar L. L 51 FP.4/9 wr+LL F FALL SITE STRUCTURES A Dlvirlon of Korn ik Enpi n..rin9. PC Gr l2Ati S era / EVt w coArr„ 1 (2icrl17.5) Project n/o,41a-t Sheet t ic Date '°`'i `vim Job No of = t o - l r5 - o. 629 /a ° •', 11 a 17 410,4 .n o ) ( -) ° 032- �,, ��o C lz ss.a 1.33xfr SRe.a.) = /,3 (x.,7)= 0. zaliv hzov 1 ; c� L u/ ‘•^ti j rt. --� 74-AC) s / r ° i r'c' v r3or )zutN -"Ce NE - 5 ✓ SITE STRUCTURES 16300 MILL CREEK BLVD Suite 105, - (425)- 743 -7004 INTERIOR WALL HEADER GEOMETRY AND LOADS ANALYSIS Header Overburden & Uniform Loads Lid weight Soil Desity Soil Cover depth over lid Plank design clear span left Plank design clear span right Design Uniform Live Load Lid tributary width to header Uniform service load to header Uniform factored load to header Truck Wheel Loads to Header Project NorMed Truck type IBS -20 Axle Load 32000 Ibs J Wheel Spacing 6.00 ft '' Cover depth 1.50 ft r Axle assumed centered over & perpendicular to header distribution width 3.50 ft opening width 6.00 ft distribution length 10.00 ft uniform load © top of plank 914 psf 9231 plf 12828 plf wheel load to header from left span 3899 plf wheel load to header from right span 3937 plf Total wheel load to header 7836 plf Factored wheel load to header 12537 plf Design Loads & Forces in Header Service Factored Design Vu = Design Mu = 53 k 114 k -ft 90 psf 125 pcf Load Factors 1.5 ft ' LL 1.6 17 ft DL 1.2 18 ft 250 psf 17.5 ft 17.1 klf 25.4 klf length ea side of hdr 5.00 ft Critical section for shear is at 0.9 feet from the face of the support sheet: q date: I ol1l�� prj. no. S -06 -190 SITE STRUCTURES 16300 MILL CREEK BLVD Suite 105, - (425)- 743 -7004 INTERIOR WALL HEADER DESIGN Header Data Header width Header span Header depth In /d ratio Min shear steel ( Area / spacing ) ratio Max spacing of shear steel Min horiz steel ( Area / spacing) ratio Max spacing of horzontal steel Review shear capacity of header Reinforcing yield strength Shear reinforcing area spacing Reinf shear capacity oVs Total Shear Capacity Max oVn @ In/d < 2 Max oVn@ 2 <In /d <5 Review flexural capacity of header min As based on 200 bwd/fy min As based on eq 10 -3 Project NorMed 55 k 67 k 9171 k �.� Trtf cif N 10.00 inches 6.00 ft 21.00 inches 4.00 0.6 sq inches 0.49 sq inches 0.015 4.2 inches 0.025 7 inches As reqd based on bending model 1.59 sq inches As reqd based on tie - strut model assume Vu is focused © the center of the header wq-w ?'o in • fl-- vPNls Concrete Strength 3000 psi d = 18.00 inches Deep Beam limit Ink' < 5.0 60 ksi kt '• °y, 0.20 sq in Horz reinf area 4.00 in Horz reinf spacing 38 k Conc shear capacity oVc Factored shear Vu then Tu = 106.53 k As reqd = 1.97 sq inches . - 9 Pp✓ � . V M,N c , c, v0 � 0, 03 Min Rebar spacing #3 @ 7.33 #4 @ 13.33 #4 @ 8.00 #5 @ 12.40 53 k sheet: t o date toll /ens prj. no. S -06 -190 50112 -" 7 tfc;z 0.31 sq in 12.00 in 17 k ce- A/r ,k r 3avi= oPn-C> S SITE STRUCTURES A Division of Komik Engineering, PC Cs re ICE r vt Dry -5!!9A.) M„ : 1oK52 (5 z 2-0 z( �y _ A sRt? v ( �'� - o, /� (3) - '5 ToP a- tar gtzA.., ki 6 eg,) _ 2 ¢ V, - V, > a sty (o, 2 °)( 2 -)(6. (t °) 5 �0. 4yv # v, - PP- t f-yA- Project / Liana-A.1 A I> J, 2(CO2)(!50)(1.5) r•y ("14z- ) °)6• - 1.2 (I2 4a)(15°) (I) = 0.8'5 f 5. rmK 9'- rt. s 67 l t° Pc-t= sett PvF lea Pt-F Sheet Date Job No 1 '15/ 1. = 3 _, .6 b't.P 13 PRn i-ArM PA Br= L4../ - 1 tO t t t fs r 4„ OOo = b 1-1 2- pke- 5_ .oto rtrr "ss5 c` 12.5 - 2.5 >1o' az 2" Description ite tructures A Division of Kosnik Engineering PC Rev: 580012 Rear: Kw- aeoaoos ver 5.9.0, 1- oeo-2003 ASCE 7-02 Earthquake Load Calculations (c)1983 -2003 ENERCALC Engineering Software Occupancy Category ASCE 7 -02 Table 1 -1, 2003 IBC Table 1604.5 "I" : Buildings and other structures that represent a low hazard to human life in the event of failu Occupancy Importance Factor Seismic Use Group Ground Motion Latitude = Longitude = Location : SDS =S MS 2 / 3 SD1= S ml* 213 Response Modification Coefficient " R " = 0.00 System Overstrength Factor " Wo " = 0.00 Deflection Amplification Factor " Cd " = 0.00 1.00 = I 47.549 deg North 122.311 deg West Seattle, King County, WA 98108 Max. Ground Motions, 5% Damping, from USGS 1996 maps : S s S 1 Site Classification ASCE 7 -02 Table 9.4.1.2, 2003 /BC Table 16.15.1.1 "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa & Fv (using straight - line interpolation from table values) Fa = 1.00 Fv = 1.50 Maximum Considered Eartquake Acceleration ASCE 7 -02 Equation 9.4.1.2.4 -1 & 2, 2003 IBC Equations 16 -38 & 16 -39 S Ms = Fa " Ss = 1.525 SM1 =Fv "S1 = 0.796 Design Spectral Acceleration ASCE 7 - 02 9.4.1.2.5, 2 - IBC 1615.1.3 1.017 0.531 Title: !✓ vi ''I' Dsgnr: Description : Scope: Category "A & B" Limit: Limit = Category "C" Limit: Limit = Category "0" Limit: Limit = Category "E" Limit: Limit = Category "F" Limit: Limit = Job# 5- 'MO Date: t o/1 / 4240 5t+ 1 2 2- ASCE 7 -02 9.1.4 ASCE 7 -02 Table 9.1.3 ASCE 7 -02 9.4.1.1, 2003 IBC 1615.1 = 1.525 g, 0.2 sec response = 0.531 g, 1.0 sec response ASCE 7 -02 9.4.1.2.4, 2003 /BC 1615.1.2 Seismic Design Category = D ASCE 7 -02 9.4.2.1, 2003 /BC 1616.3 ( SDS is most severe ) Basic Seismic Force Resisting System ASCE 7 -02 Table 9.5.2.2, 2003 /BC Table1617.6.2 NOTE! See ASCE 7 -02 for all applicable footnotes. Building height Limits : SITE STRUCTURES 16300 Mill Creek Blvd Suite G2, (425)-746-7004 Vault Seismic Analysis x Vault Length = L PLAN L iff 18kfi . s •=. 1.3f; Soil Density v i2 5 cf Wall Thickness [( .6 [11 Weight of Soil Weight of Lid Weight of Walls Total Weight Wtotal Wtsoil Wt lid Wt walls ca 111 fi IBC 1646 L•S& Wt := L•Ws woo 90 Wt lid L•W 1000 Wt walls (2 + 3 L) W total R Project /V • mmt Vault Width =W 111E111 h) 150 2 1000 Sd 1.2•— = 0.271 R shear capacity of concrete for f := 3000 psi f 0.5 ev := 0.85.12.t 12.2. c = 8.981 Pi 1000 9 Average Soil Cover Depth = sc SECTION V = 535.164 k r L Sheet / Date folVenr Prj. No. - /1 o Wall Height =h W tsoil = 1.112 x 10 k Wtlid = 616.05 = 244.956 Wt walls W totat = 1.973 x 10 k 4. for concrete shear walls Li41:1 shear distributed over 90 % of shortest length of wall v := V = 8.035 p (d assumed to be 90 % of the vault width) ok SITE STRUCTURES A ['Milan of Kofnik Engineering, PC L.IA PH-1 CsNt 5 ✓t4 Sok- 1-0 -r- /35 �Fr v.1.40[yy6 %(a)(So)(6.75), — %3(`/s)( ° )( `1 • ` 0 4 ( ` , V s e°• 75 ) 1771 Pry 1,v„ = 1771 P -F V _ 1771( 1(S) P+ (= t t PLRh-t- 'TT ° 1 (t $5/2 A $ le `I 4 =075 £57 A s _ ` 0.756o - 2'411 ,fi (3) - • t✓ pliz ,Ztr-I, =rf=12 r.,,.4- La— 4- os.., (2—) ( s) (0 , g 1 1) 2. GI c..t4+>t il ti z Project No let) 1ti=Vt E.-4-' 177 } (1 155)z M = 7574- 37 3. ?'►t 5 onL - H)/(11(5/2-) rt7 e 3) - IF 7 ak- poiscA r (3) - tP 7 c,o.. r bn nap o A 4 a 3 • Ce C7 t� MILK •P ,tb iTlvv^ L # 5 - 7 ,5 IN Sheet Date Job No P1 O/1 /cc- S - °L -1- APPENDIX A SITE STRUCTURES Project NorMed Development sheet Al 16300 MILL CREEK BLVD date I ott `o` Suite G2, - (425) - 743 -7004 prj, no. S - 06 - 190 FRONT AXEL: REAR AXEL #1: REAR AXEL #2• 0 -fW t 04W I nr 1a' V•14'to30' ( ' 6' I< > k 8,000 lb HS20 -44 52,000 lb 32,000 -11) axle 15,000 lb 14515 -44 24,000 lb 24,000 -lb ante 1 W= combined weight of list fwo axles V • variable, use spacing tshkb reduces maximum stress For design of stabs, centerEne of wheel to be t ft from curb Sane as Corresponding H -truck HS20 -44 72,000LBS 8,000LBS 32,000LBS 32,000LBS 10/03/2006 14:07 206 '.4 Seismic Page No. 4 MEDICAL SUPPLIES PAGE 07/16 November 17, 2004 Project No. T -5 u/o1 `o' Based on the soil conditions encountered and the local geology, per Section 1615 of the 2003 International Building Code (IBC) for seismic conditions, site class "D" should be used in design of the structure. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in water pressure induced by vibrations. Liquefaction mainly affects geologically recent deposits of fine- grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil gains and eliminates this intergranular friction; thus, eliminating the soil strength. Potential project impacts due to liquefaction would include excessive setttlement, foundation bearing failure, and surface rupturing due to lateral spreading. Our subsurface exploration indicates that the soils at the site are alluvial in origin, consisting of varying layers of loose and wet silts, silty sands, sandy silts, and clay. Groundwater was generally encountered between depths of 3 to 12 feet in our recent study. Our review of these conditions indicates That there is a potential for liquefaction to occur. In our opinion, the potential impact would be reflected at the ground surface in the form of subsidence. Estimated settlement as a result of the liquefaction is approximately one to three inches. 10/03/2006 14:07 206 4.5 Foundations MEDICAL SLPPLIES PAGE 11/16 November 17, 2004 Project No. T -5613 Following the successful completion of the preload program, the building may be supported on conventional spread footing foundations bearing on a minimum of 2.0 feet of structural fill. As discussed, three to five feet of fill will be required to achieve design floor elevations. Portions of the perimeter building foundation, including foundations in the area of the loading docks on the northeastern side of the building, will likely require overexcavation into the native soils to allow for placement of the two feet of structural fill. The structural fill should extend laterally from the edges of the footing at least a distance equal to its thickness beneath the footing. Perimeter foundations exposed to the weather should be at a minimum depth of 1.5 feet below final exterior grades. We recommend designing foundations for a net allowable bearing capacity of 2,000 psf. For short-term loads, such as wind and seismic, a one -third increase in this allowable capacity can be used. With the anticipated loads and bearing stresses, the estimated total settlements are as discussed in Section 4.3 of this report. For designing foundations to resist lateral loads, a base friction coefficient of 0.33 can be used. Passive earth pressures acting on the side of the footings and buried portions of the foundation stem walls can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pounds per pubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because they can be affected by weather or disturbed by lttture grading activity. This value assumes the foundations will be backfilled with structural fill as described in Section 4.2 of this report The values recommended include a safety factor of 1.5. Page No. 8 10/03/2006 14:07 206 MEDICAL SUPPLIES 4.8 Stormwater Detention Vault Page No. 10 PAGE 13/16 November 17, 2004 Project No. T -5613 In general, soil conditions we observed consist of 12 inches of sod and topsoil overlying soft, wet clayey silt to clay with occasional layers of fibrous peat. The soft, fine- grained soils will not be suitable for providing direct support for the vault foundation. Therefore, we recommend overexcavating beneath the bottom of vault and vault foundations to allow placement of a minimum of two feet of granular structural fi11 or crushed quarry rock Vault foundations supported by the improved subgrade can be dimensioned for an.alloalgui_tugsapecityng The magnitude of earth pressures developing on vault walls will partly depend on the wall backfill. Backfill should be placed in loose lifts not exceeding 12 inches and compacted to a minimum of 95 percent of the soil's maximum dry density, as determined by American Society for Testing and Materials (ASTM) Test Designation D -698 (Standard Proctor). Existing organic soils and fill with organic debris will not be suitable for reuse as structural fill. Native soils or existing fill that are free of organic material and debris can be used for wall backfill provided its moisture content will facilitate proper compaction. The contractor should be prepared to dry or amend the native soils to reduce their moisture content in order to use the excavated soil for backfill. To guard against hydrostatic pressure development, drainage must be installed behind the wall. A typical wall drainage detail is shown on attached Figure 3. If it is not possible to discharge collected water at the footing elevation, we recommend setting the invert elevation of the wall drainpipe equivalent to the outfall invert and connecting the drain to the outfall pipe for discharge. With proper wall backfill and drainage, we recommend designing the vault walls for an earth pressure imposed by an equivalent fluid weighing 50 pcf. For any portion of the wall that falls below the invert elevation of the wall drain, an earth pressure equivalent to a fluid weighing 85 pcf should be used. These values assume a horizontal backfill condition. To simulate traffic surcharge impacts. walls should be desirned for an additional imaginary height of two feet. As discussed, the northwestern side of the vault will function as a retaining wall where exposed above the existing ground surface, approximately Elev. 10 top Elev. 12. The top of the wall on the northwestern side of the vault is shown at Elev. 15.0. The portion of the vault wall between the adjacent ground surface and the maximum water elevation in the vault (Elev. 11.5) is a hydraulic structure that retains stored water, therefore, the loads imposed on the wall by the stored water would govem the wall design. Because the proposed vault will extend below the known water table, the structure will be subject to uplift pressures if drainage is not provided. The weight of the structure and the weight of the backfill soil above its foundation will provide resistance to uplift. For backfill consisting of on -site soils, a soil unit weight of 110 pef can be used, provided the backfill is placed and compacted as structural fill. If vault backfill consists of imported material conforming to the gradation reconunended in Section 4.2 of this report, a unit weight of 125 pef should be used. mil LiU .w = I DI 10 i 1 end N Vof of "O , quired h slab. fo f u Number 2' -0 of Filled a t e ill • II I I X/I I LI Bill lig I � gX 7f/ fr .11 ( m = 125 pcf) ands • 11 Strands 11 Strands (u = 135 pcf) il N Spriiii • f . Knee LI 11 \ I 1 ill Waif i. issarni L111 PSI 77711 7 Irr1 _Er•: 11 1 0 CONCRETE TECHNOLOGY CORPORATION 12W HOLLOW CORE SLAB HS20 -44 14 16 18 20 22 24 28 28 30 32 34 38 38 SIMPLE SPAN (ft) GENERAL NOTES: 1.) A minimum cover depth of six Inches OR a three Inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The knee wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete fc = 3,000 psi. Points falling outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight Is assumed to be 120 pcf. 7.) Minimum span length = 14'4'. 8.) The values shown on this chart are in compliance with IBC 2003 & ACI 318 8115/06 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 7 F - t a/e0.74, HEIGHT OF SOIL COVER (FT) (Yson. = 120 PCF 11 Q 10 Z o u. 9 a. 0 8 u 7 te W O 5 - J O 4 to 1 0 3 0 W = 2 I.1 1 0 CONCRETE TECHNOLOGY CORPORATION 1112' HOLLOW CORE SLAB 5 KIP OUTRIGGER ON 18 "x18" PADS @ 15' -0" O.C. 14 18 18 20 22 24 26 28 30 32 34 36 38 SIMPLE SPAN (ft) GENERAL NOTES: 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) Knee walls are required at all manhole and vent openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover Is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14' -0". 8.) The values shown on this chart are In compliance with IBC 2003 & ACI 318 -05. 6115Po6 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 11 k _- •© I_ 1011111P L� iiii 9 '''•r CCb -L = Number for 2'-0' of at Fil each ed end Voids of required each slab. pcf) ` = 11 Strands nd_ rands (Tsai I Iltis Strands (y I = 135 pcf) imp_a LTA II I .r• CILL 11LC in 1 C . ( 11 Q 10 Z o u. 9 a. 0 8 u 7 te W O 5 - J O 4 to 1 0 3 0 W = 2 I.1 1 0 CONCRETE TECHNOLOGY CORPORATION 1112' HOLLOW CORE SLAB 5 KIP OUTRIGGER ON 18 "x18" PADS @ 15' -0" O.C. 14 18 18 20 22 24 26 28 30 32 34 36 38 SIMPLE SPAN (ft) GENERAL NOTES: 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) Knee walls are required at all manhole and vent openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover Is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14' -0". 8.) The values shown on this chart are In compliance with IBC 2003 & ACI 318 -05. 6115Po6 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 11 12 11 O 10 Z 0 0 0 • 8 11 7 6 w O • 5 J _ N 4 LL 0 1- 3 Ill 2 v 1 0 CONCRETE TECHNOLOGY CORPORATION 12%" HOLLOW CORE SLAB 250 PSF 14 16 18 20 22 24 26 28 30 32 34 36 38 SIMPLE SPAN (ft) GENERAL NOTES: 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The knee wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete fc = 3,000 psi. Points falling outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14' -0". 8.) The values shown on this chart are in compliance with IBC 2003 & ACI 318 -05. 8115I0e MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 10 \ k 1_ II: O ©: � II. Number for 2 of at Fil each ed end Voids of required each slab. � BIL pitili kl..: t r 11 Strands ■ Strands (y� 1 1 25 pcf) I�! t a i . 11 Strands 6's"„ = 135 pcf) L ie III II 0 v y a c r �1 lilililik Ii 9 Knee Iih. ■ "' ■ ■■ Wall 1■1 �" ■ "■, f ■ IILJ fi�ri� ■■ iii•■ ■■►■■■■i.■ X1. I.��-- -- - -- --� . 12 11 O 10 Z 0 0 0 • 8 11 7 6 w O • 5 J _ N 4 LL 0 1- 3 Ill 2 v 1 0 CONCRETE TECHNOLOGY CORPORATION 12%" HOLLOW CORE SLAB 250 PSF 14 16 18 20 22 24 26 28 30 32 34 36 38 SIMPLE SPAN (ft) GENERAL NOTES: 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The knee wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete fc = 3,000 psi. Points falling outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14' -0". 8.) The values shown on this chart are in compliance with IBC 2003 & ACI 318 -05. 8115I0e MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 10 ALLOWABLE SUPERIMPOSED LOAD In pounds per square foot Effective Prestress No. of 1/2" m SIMPLE SPAN In feet 28 32 36 40 44 48 52 56 60 (KIPS) STRANDS 70.7 Q'I'In CD 78 44 20 77.7 126 80 49 26 1012 174 117 78 50 .27 .. 124.8 221 153 106 70 43 23` 148.4 267 186 129 89 59 36 172.0 8 307 216 153 108 74 49 29 195.5 9 343 243. 174 125 89 61 40 23` 219.1 10 378 270 195 142 103 73 50 31* 242.7 11 :413 297 217 160 ' 117 85 80 40 24* Ey CONCRETE TECHNOLOGY coRPORanoN DIMENSIONS FOR TILING SPAN -LOAD TABLE 121/2" HOLLOW CORE SLAB SECTION PROPERTIES (with shear keys grouted) A = 313 in Zt '= 1019 Ins Zb = 947 in w = 84 psf I = 6136 1n Yt = 6.02 In • • Yb = 6.48 in NOTES: 1. The values given In this table are based on hollow core slabs without shear reinforcement. Superscripts (1, 2, etc.) following values In the table Indicate the number of filled voids required at the ends of slabs to develop the allowable superimposed bad. See page 2, `SHEAR* for discussion. 2. Asterisk (*) following values In the table Indicate that the total deflection under all loads is greater than 1/380 but Tess than 1J180. 3. Interpolation between values Is acceptable. Do not extrapolate values Into the blank spaces of the table. 4. These Span -Load Tables are Intended as an ald to preliminary sizing. Sound engineering judgement Is required for the application of this information to specific design cases. 12 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 11,93 to/1 /0re 8 HS 20 — 4 4 : TRUCK LIVE LOAD ON WALLS 16K _. isK 1 1 1 4— naaniginita ` 1 1 057- 2J GoAp1I-JC> �- `l' wAt -1-5 0' glZ 5 © est= (ALA Fclaim ZO rsF LA✓1F e`1 100 To 15° 200 300 AVERAGE UNIFORM HORIZONTAL LOAD 400 05 -07 -2007 DAVID E KEHLE 12720 GATEWAY DR, STE 116 SEATTLE WA 98168 RE: Permit No. D06 -381 4320 S 131 PL TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such pennit is not commenced within 180 days from the date of such pennit, 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 tvritine and vrovide 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 /05/2007 , your permit will become null and void and any further work on the project will require a new permit and associated foes. Thank you for your cooperation in this matter. Sincerely, er Marshall, Permit Technician xc: Permit File No. D06 -3131 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 November 10, 2006 File No. 262006.005/01701 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 Normed Detention Vault (D06 -381) 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 comments below do not require a response from the permit applicant. Geotechnical 1. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Terra Associates, dated November 17, 2004. See IBC Sections 1704.7 and 1802. The following is a summary: Architectural a. Site excavation and grading. b. Construction dewatering, where applicable. c. Placement of structural fill and soil compaction. d. Verification of soil - bearing capacity. e. Installation of foundation wall subsurface drainage system. f. Placement and compaction of foundation wall backfill. RECEIVED U NOV 13 2006 PERMITCFNTER 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: Washington Otegon Alaska Engineers Planners Surveyors a. Design drawings for precast, prestressed concrete floor panels. Reid Middleton, Inc 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Phil Sen Mr. Bob Benedicto, Building Official City of Tukwila November 10, 2006 File No. 262006.005/01701 Page 2 Structural cc: Brazil, P ., S.E. or Engineer David Kehle, Architect (by surface mail) Daniel Kosnick, Site Structures (by surface mail) h:\ doc \26 \planrevw \tukwila \06 \t017r 1.doc \prb 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. We assume the precast, prestressed concrete floor panels will be fabricated by a registered and approved fabricator. The following is a summary: a. Concrete placement at concrete construction: Continuous, see also Section 1704.4. b. Shotcrete placement at concrete construction, where applicable: Continuous, see also Section 1704.4. c. Reinforcement at concrete construction: Periodic, see also Section 1704.4. d. Installation of precast, prestressed concrete floor panels: Periodic, see also Section 1704.4. Enclosed is one set of the structural drawings and the structural calculations. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Reid iddleton October 13, 2006 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Normed Detention Vault — 006 -381 4310 South 131st Place, 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. Brenda Holt, Permit Coordinator encl xc: Permit File No. D06 -381 City of Tukwila Department of Community Development Steve Lancaster, Director Q1Documents\Structurai Consultant \D06 -381 • structural review.DOC Page I of I bh Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206- 431 -3665 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -381 DATE: 10 -10 -06 PROJECT NAME: NORMED DETENTION VAULT SITE ADDRESS: 4310 S 131 PL X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: i1C .l\ -E .51 4'w0 1• -� -ori B ng Nisi n Fire Prevention Public Works Structural r � Nip- Ioei,� 6 ,W Ii•rlsob DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10-12-06 Complete Ed Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROUT NG: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: Documents/routing slip.doc 2 -28-02 REVIEWER'S INITIALS: Approved with Conditions Planning Div i ( k L Permit Coordinator ❑ No further Review Required DATE: DUE DATE: 11 -09 -06 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: X x x x x