Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D06-261 - Upland Distribution Center - Building 295 - Seismic Upgrade
UPLAND DISTRIBUTION CENTER - BLDG 295 5920 S 180 ST D06 -261 Parcel No.: 3523049105 Address: 5920 S 180 ST TUKW Suite No: City tri Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us Tenant: Name: UPLAND DISTRIBUTION CENTER - BLDG 295 Address: 5920 S 180 ST, TUKW ILA WA Owner: Name: BOEING OREGON MASABI TRUST Address: 1325 4TH AVE SUITE 1940, SEATTLE WA, 98101 Phone: Contact Person: Name: GREGG PERCICH Address' 603 STEWART ST, #707, SEATTLE WA, 98101 Phone: 206 - 624 -3210 DEVELOPMENT PERMIT Contractor: Name: R MILLER CONSTRUCTION Address: 146 THIRD AVENUE SOUTH, EDMONDS WA 98020 Phone: 206 583 -0238 Contractor License No: RMILLCI190L5 DESCRIPTION OF WORK: VOLUNTARY SEISMIC UPGRADE TO EXISTING WAREHOUSE. doc: IBC - PERMIT "continued on next page** Expiration Date:01 /02/2008 Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D06 -261 Issue Date: 07/26/2006 Permit Expires On: 01/22/2007 Value of Construction: $67,500.00 Fees Collected: $1,578.96 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2003 Type of Construction: III -B Occupancy per IBC: 0025 D06 -261 Printed: 07 -26 -2006 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N City M Tukwila Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: N Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: 14 Permit Center Authorized Signature: VOA I hereby certify that I have read and doc: IBC - PERMIT Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number D06 -261 Issue Date: 07/26/2006 Permit Expires On: 01/22/2007 pj Q Date: ° tAP is permit and know the same to be true and correct. All provisions of law and ordinances governing this work will b&cGmp with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating cons uction or the ep rformance of work. I am authorized to sign and obtain this developmenpermit. /- Signature: � Date: 7/ 04 Print Name: 11 4k 71Cj c0 CX'SmeyRC 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 -261 Printed: 07 -26 -2006 CITY OF TUKVI I A DEP' FCC "'U1;TVCD!:"_C','i — NT 6'000 S�UTHCLNTLR LLVD. TUKWILA, WA 98188 PERMIT CONDITIONS Parcel No.: 3523049105 Permit Number: D06 -261 Address: 5920 S 180 ST TUKW Status: ISSUED Suite No: Applied Date: 07/07/2006 Tenant: UPLAND DISTRIBUTION CENTER - BLDG 295 Issue Date: 07/26/2006 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, Inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. `„; PERMIT CENTER 5: 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. 6: 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. 7: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 8: Structrual Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248- 6630). 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. 12: ** *FIRE DEPARTMENT CONDITIONS * ** 13: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: doc: Conditions D06 -261 Printed: 07 -26 -2006 CITY OF TUKW" A DEPT. OFCC`:: i/Y % 6300 SOUTFICENTER LLVD. TUKWILA, WA 93188 PERMIT CENTER 14: Maintain existing sprinkler system piping, bracing and coverage. New brackets, beams etc. must not obstruct sprinkler head discharge in any way. 15: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and /or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 16: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 17: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Conditions **continued on next page** D06 -261 Printed: 07 -26 -2006 CITY OF TUKWIIA DEPT. OF CG.'. r Y 0 `I: 1 : 7NT 6300 CL;Ui l-IC. ! i u; ; G'w'D. TUKWILA, WA 88188 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: � , ; Q�14 Print Name: /I CC,{ d/t- P) eye C doc: Conditions PERMIT CENTER Date: /e/C)( 006 -261 Printed: 07 -26 -2006 Site Address: MI- Tenant Name: Property Owners Name: Mailing Address: Company Name: 160 Mailing Address: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htto://www.ci.tukwila.wa.us Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted hrough the mail or by fax. "Please Print ** SITE LOCATION King Co Assessor's Tax No.:-55Z, 597 "' Wen '0,3 �� h.. t `' '� Suite Number: Floor: )10, • U.1■1•.'1�1 ' Ails ❑ Yes Jij..No Name. 1t:4.4 Mailing Add s: _ e i l _ E -Mail Address: r5 JD66X0\ @ ' _�/ V b. cote GENERAL CONTRACTOR INFORMATION - . (Contractor Information for Meebaaieal (pg 4). for Plumbing and Gas Piping (pg S) ) City Contact Person: Day Telephone: E -Mail Address: Fax Number: Expiration Date: Contractor Registration Number: Building Permit No. Sper Mechanical Permit No Plumbing/Gas Permit No Public Works Permit No. Project No. (For office use only) City ay Telephone: cit Fax Number: New Tenant: State State Zip Zip ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name. • 5 • �i _ .a? Mailing Address M City Contact Person:1 ll1 Q W Day Telephone? E -Mail Address: Fax Number: Q UpplicamMFame- Applicaliae On LineV -2006. Permit Application doe Revised 42006 bh State Zip Page 1 of 6 - Existing Interior Remodel Addition to Existing Structure New Type of Construction ler IBC Type of Occupancy per IBC I Floor ( .. - - J b 5' ' r Floor t 3` Floor - • . • Floors thni Basement Accessory Structure* - Attached Garage • - Detached Garage Attached Carport • . • • , Detached Carport Covered Deck Uncovered Deck ' % BUILDING PERMIT INFORMATION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ r / Existing Building Valuation: $ Scope of Work (please provide detailed information): htt (4 1.1M; C.r FIP:k to 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 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. X . Sprinklers ❑..Automatic Fire Alarm ❑..None ❑ ..Other (specify) Will there be storage or use of flammable, combustible or hazardous' materials in the building? 0.. Yes ❑..No 1f • yes ", attach list ofmaterials and storage locations on a separate 8 - 1/2s 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 approvedby King County Health Department. • Q■pplicatiaMFoma.Appbcaliena On LineJ -2005 - Permit Applicaian.dac aevis&Q 4-2005 bh 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 entred 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 and justifiable cause demonstrated. Section 105.3.2 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 tiriform Plumbing code (current edition). I HEREBY CERTIFY THAT 1 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. BUILDIN WNERO UTH2RIZED AGENT: Signature: Sig /I N ( I ! n d1 Print Name P CF? ( Pre t P Mailing Address •.*. 16.Rlhd1TEL'Il 4eattF COOS Si .A ^4t 10 QUpplica,icMFmns- Applications On Linet3•2006 • Permit ApplieaIiandoc Revised: •2006 bh Date: — 1• 1't/cO Day Telephone: 'LO( (`) -1 �� �V l o Zip Date Application Accepted: Date Application Expires: ( -1 -07 Stat'f4 tials: 1 Page 6 of 6 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 3523049105 Permit Number: D06 -261 Address: 5920 S 180 ST TUKW Status: APPROVED Suite No: Applied Date: 07/07/2006 Applicant: UPLAND DISTRIBUTION CENTER - BLDG 295 Issue Date: Receipt No.: R06 -01124 Payment Amount: 958.72 Initials: JEM Payment Date: 07/26/2006 03:18 PM User ID: 1165 Balance: $0.00 Payee: BOEING OREGON MESABI TRUST TRANSACTION LIST: Type Method Description Amount RECEIPT Payment Check 11485 958.72 ACCOUNT ITEM LIST: Description Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE Account Code 000/322.100 954.22 000/386.904 4.50 Total: 958.72 7310 07/26 9714 TOTAL 958t72 doc: Receipt Printed: 07 -26 -2006 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 3523049105 Permit Number: D06 -261 Address: 5920 S 180 ST TUKW Status: PENDING Suite No: Applied Date: 07/07/2006 Applicant: UPLAND DISTRIBUTION CENTER - BLDG 295 Issue Date: Receipt No.: R06 -00990 Payment Amount: 620.24 Initials: BLH Payment Date: 07/07/2006 12:05 PM User ID: ADMIN Balance: 5958.72 Payee: TRI -LAND CORPORATION TRANSACTION LIST: Type Method Description Amount RECEIPT Payment Check 2691 620.24 ACCOUNT ITEM LIST: Description Current Pmts PLAN CHECK - NONRES Account Code 000/345.830 620.24 Total: 620.24 7162 07/07 9710 TOTAL 620.24 doc: Receipt Printed: 07 -07 -2006 Project: !/ Type of Inspectio �! \ / \J Addres /� _ C s �� r r:� Date Called. Special Instructions: Date Wanted: Phone No: INSPECTION NO. PERMIT O CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20Ef)4 1 -3670 0 Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit u/ El Corrections required prior to approval. Inspector Date: A / i 41 ' /24 - 0? 17 $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: Project: Type of Inspe tion: Addr SO i ? -Pate Called: S cial Instructions: Date Wanted: / n C l.._. P.. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 proved per applicable codes. Corrections required prior to approval. ❑ $58.00 REINSPECTION FE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. CO TS: Receipt No.: Date: Project: ‘4.--/ /—G / Type of Inspection: \ / iI " Zf4 Address: " � 24 / /paJ� Date �alled' s: Spe al nstructions: Date Wanted: /0 �; P'm -3--06- e Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 p/ ,Approved per applicable codes. Corrections required prior to approval. 20.6)431.36 70 COMMENTS: Inspector: �.! 4I � Date: r(tsn.\ rate 3.no ❑ $58.00 REINSPECTION NEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: (Date: .:.... Project: J Type of Inspection: - ...raw Lam. Addres . Date Called: Special Instructions: Date Wanted: 9- a.m. 2-7---a Requester: Phone No: 7_a -4 9750 COMMENTS: I Ae -z,--t. v, , )tom C/917/.-- o ,�,� N Ci�� i e gP -t - St ,, j /rrra p, /to /4- .terns -=-, /9 ten--744 u Inspec INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- Approved per applicable codes. Corrections required prior to approval. $58.00 REINSPECT N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: a Project: ` ' Sprinklers: Type of Inspection: V Suite #: T1 �b Monitor: Contact Person: S 1 gO -- 1 c ju t !-et Special Instructions: Phone No.: - K2 S r}YX - 93 i 5 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 VI - Approved per applicable codes. C Corrections required prior to approval. COMMENTS: ricey Inspector: Date: /, / Y l IG b Hrs.: ) $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the 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 T September 25, 2006 Cert No. 0608 -73 City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 Attention: Dave Larson Reference: Fidelity 5920 S Permit Dear Mr. Larson: Epoxy bolts CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 KIRKLAND: (425) 823 -9800 SEATTLE: (206) 525 -6700 FAX: (425) 823 -2203 EVERETT: (425) 259 -0817 RECEIVED SEP 2 6 2006' C EV NEN ELO PME D NT This is to advise you that special inspections are completed for the above referenced project. Special inspections were performed for the following activities All work only as inspected and reported conformed to Tukwila Building and Land Development approved plans, specifications, UBC and related codes and/or verbal or written instructions from the Engineer of Record. Our last report is dated 09 -15 -06 and is number 59137. Respectfully, CASCADE TESTING LABORATORY, INC. Kenneth B. Foot President DA CERT. NO. PROJECT D ON 5 18 S `-" BLDG. ERMIT NO. 2 1fl - 2h ( OWNER WEA -' !IT E S AT TEMP. AT AM PM ENGINEER �. /- , �p1 op 60c ARCHITECT J CONTRACTOR ED TO: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKIANO.WASHINCTON 98051 EVERETT FIELD REPORT le m, [ (g 1-2µc -i RECEI Pie S A ve S , SEP2 Ed r dvao LOA 980)-0 ATTN: W 11 -►vet of ' of 1 , / k bo It3 W {br THE FOLLOWING WAS NOTED: yin E,a, - G- wzit eAg cr,cl r` f rioc +0 dQNe accQ(` v» -j-0 afpvslreA to■,+ WQ. c o cdSO TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. REVISED 1/02 COPIES TO: / MS / INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY (425) 813 -9800 (425) 259 -0811 COMMU DEVELO PREVIOUS REPORT No. N 59137 set a a cle. 0 ri 1 1- 27 d A 0-3), a (( Fides c Lncem a,J +, au wO k 14Q5 9tcAl'S • L.N s 1 Y — 6 ) • � CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823 - 9800 EVERETT (425) 259-0817 FIELD REPORT RECEIVED /l / 1 � 1 P it C-0 ,, se- . 4 1 9 9 PREVIOUS //�� REPORT No. No. -L. L •T 4 �) DAT C / / 1 oc /J CERT. D . S _ 7,3 9J TO. �/�,�( /I V g t" 1 PROJECT F' d e r .1- D LOCAT IO ON � o 1 FI J Q p 2C 20060 / 1 4 (0 3'" Au So COMMUNITY G. PERMIT NO. aco — Z G OWNER (� n 9 .p DtVC+ K.�� eso5 1 01 go2- WEATHER TA-- 5 ;0 o TEMP. AT AT AM PM ENGINEER C 4 A S Soc ATTN ARCHITECT I CONTRACTOR M;) lee. m INSPECTION PERFORMED _ RESTEEUCONCRETE _ RESTEEL ONLY _ RESTEEUMASONRY _ STR.STIWELDING OTHER STR ST /BOLTING (3) ITEMS INSPECTED _ FOOTINGS _ AUGER CAST PILES — DRILLED PIERS — FOUNDATIONS — SLAB _ COLUMNS — WALLS BEAMS — e a di (4) LOCATION 3 LItJ — /D nl, R 3 LA •'[ - / 0 034 r )0 Li m A -G Uric CONCRETE/MASONRY SUPPLIER MIX NO DESIGN STRENGTH (Pc) -- TOI #D.R1,ACED — SLUMP (INCHES) AIR CONT SPECIMEN • SEE CYLINDER REPORT NO YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS _ _ • All T (LeGo !G [03.;e0' ,a r,A.sm, - 0)32, )ls As pa REMARKS: z c3 pj.‘t \ 1 5 © 5 3 S fi f,1dbecLeJ / -a /r_S I0cu.e (3)oLa CS " S C e0,1.0 Feb 9-y c 4 \ Z A/S 3 See- TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY INC. REVISED 7/05 COPIES TO: -- 7v 42 % 4 ' INSPECTOR(S), NAME(S) P INSPECTOR SIGNATURE SIGNED BY used ores S,M ?so,. Sep zZ Pkn r•' /. rat coy Permit No. I•.,. Yam. v Y,.,.. a••.v r.v STRUCTURAL ENGINEERS Voluntary Seismic Retrofit Upland Distribution Center Project 368 180th Street and Andover Park West "s. for Tukwila, Washington REVIEWED FOR CODE COMPLIANCE /1 mu ftn JUL 2 LI kul,6 May 10, 2006 JSD # 2006.146.00 l ocP� 8/19/ cw 1 Prepared for AMB Property Corporation San Francisco, California C ; Of Tukwila RI ITIDTr'I^ fTt /JSTOns CITY O RECEIVED JUL 07 2006 PERMITCENTER Wo -11E I JOB NAME: U pland Distribution Center 180th St. and Andover Park West JOB NO: 2006.141.00 SHEET NO: Z ENGINEER: J. Wale DATE: May -06 ANALYSES: Voluntary Seismic Retrofit Location Upland Distribution Center Project 368 180th Street and Andover Park Wes Tukwila, Washington 98188 IBC Sec. 1615 Site Ground Motion Drawings Alfred H. Croonquist A.I.A. & Associates, Architects Date of last revision: 06/28/77 Uniform Building Code 1973 Project 368 (Simpson Only).xis \Site 1 J.J. LJ 1/47 (1JJVV1/11GJ 11 STRUCTURAL ENGINEERS Site Information This spreadsheet summartizes the site - specific information for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code (IBC). Latitude = ;4744 ° Longitude -122.25 ° Soil Profile Type (Class) = Mapped Spectral Acceleration = S = 24,' g Mapped Spectral Acceleration = S = 5 g Adjusted Mapped Spectral Acceleration = SMS 1.324, g Adjusted Mapped Spectral Acceleration = SMI 0301 - g Design Spectral Acceleration, Sus = 2S / 3 = 0.883 g Design Spectral Acceleration, S = 2 SMt / 3= 0.467 g IBC Sec. 1616 Criteria Selection Seismic Use Group = Seismic Design Category = Importance Factor = 1 = 1E = 1.00 Sec. 1616.2 Tables 1616.3(1) and (2) Table 1604.5 Conterminous 48 States 2003 International Building Code Spectral Response Accelerations Ss and 81 Latitude = 47.441300 Longitude = - 122.254500 Ss and 81 = Mapped Spectral Acceleration Values SiteClass B - Fa = 1.00, Fv = 1.00 Data are based on a 0.1 deg grid spacing. Period Sa (sec) (g) 0.2 1.324 1.0 0.455 Ss = t .32`t St o,‘is rrA = I.00 Fv = I . S `k Ss, SiteClass B 81, SiteClass B Sw. = F, -s Q•t) ∎.'31 JOB NAME: Upland Distribution Center 180th St. and Andover Park West JOB NO: 2006.10.00 SHEET NO: ti ENGINEER: J. Wale DATE: May -06 ANALYSIS: Voluntary Seismic Retrofit Roof Weight IBC Sec. 1607.11.2 Minimum Roof Live Load For Flat Roofs Project 368 (Simpson Only).eds \Roof 7 STRUCTURAL ENGINEERS Roof Loads This spreadsheet calculates the roof loads for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code (IBC). Roofing: " 25e " x :,e>; psf 1/2" Plywood Sheathing: '; ?:5(i e psf Purlins: 4" x 14 "(11.5 # /ft) @ 8' oc: psf Girders: 6.75" x 36" GLB (59.1 # /ft) @ 24' -7" oc: a psf Mechanical / Electrical: e a psf Sprinklers: ea a ee psf Suspended Ceiling System: psf Miscellaneous ,`<< e 3, +' -_ psf TOTAL: 9.00 12.00 psf Tributary Area (A,) Live Load O to 200 ft 12 200 to 600 ft 1.2 - 0.001A, over 600 ft 20 1013 NAME: Upland Distribution Center 180th St. and Andover Park West JOB NO: 2006.146.00 Sr1EET NO: ENGINEER: J. Wale DATE: May -06 ANALYSIS: Diaphragm Analysis (North Building) Bearing Wali System Bearing =W all System Ordinary Reinforced : Concrete Shear Walls Ordinary Reinforced - .Concrete Shear Walls R U C H I'URAL ENGINEERS This spreadsheet summarizes the development of anchorage loads into the diaphragm for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building ASCE 7 Sec. 9.5.5 Equivalent Lateral Force Procedure IBC; Sec. 1617.4 requires that the Equivalent Lateral Force Procedure of ASCE 7 -02. Sec Soil Profile Type (Class) = D Mapped Spectral Acceleration = S = 0.455 Design Spectral Acceleration = S = 0.883 Importance Factor =1= 1.00 Average Diaphragm Elevation = 24.0 ft Basic Seismic Foret- Resisting System Response Modification Coefficient = R = System Overstrength Factor — Q„= C,= redundancy factor = p = T = CI(hp) / 4 = C,= S /(1211)= C,(„0= SDI / T(R /1) = Cs(minl I = 0.044S = -sane, . SUC For E) = 0 . 5 S1 /1 = Cs(mIn)= C = IBC Sec. 1620.4.3 Diaphragms Diaphragms Transverse Longitudinal 4.0 Transverse F =C,W 0.221 Fp(max) =. 0.4S 0.353 Fp(min)= 0.2S = 0.177 Fp 0.22 Fp(ASD) = F / 1 .4 = Seismic Lateral Loads For Dia hra m Desi n Tributary Wall Weight = Wwall Roof Length = L = Roof Unit Weight _ U = Roof Weight =1.11= W roor= Total Weight = 2Ww,p+ W,00r= Wp Roof Seismic Load = Fp(Aso)W, = Vmor= Project 368 (Simpson Only).xls \Diaphragm 1 2.0 0.020 1.00 0221 0.020 00 0.22 0.221 1.018 0.039 0.000 0.039 0.22 0.221 1.018 0.039 0.000 0.039 0.221 0.158 g g 4.0 seconds Longitudinal 0.221 W 0.353 W 0.177 W 0.221 W 0.158 W Transverse 889 108 12 1296 3074 485 Longitudinal 889 11/ft 254 ft psf 12 3048 # /ft 4826 # /ft 761 # /ft 9.5.5 he used. linked from Site linked from Site linked from Site linked from Site Fable 9.5.22 Table 9.5.2.2. footnote g 'Fable 9.5.5.3.2 code interpretation for diaphragms Eq. 9.5.5.3.2-1 Eq. 9.5.5.2 -I.I Eq. 9.5.5.2-1.2 Eq. 9.5.5.2-1.3 Fq. 9.5.5.2 -1.4 C U = larger [C p. C(soc E or F) Cson,I `te < C$(mf) Eq. 16 -63 F F(mm) < F P < F P(mar) previously' calculated previously calculated JOB NAME: Upland Distribution Center DOB NO: 2006.Pti.00 SHEET NO: 4 180th St. and Andover Park WestIENGINEER: J. Wale DATE: May-06 ANALYSIS: Diaphragm Analysis (North Building) Diaphragm Analysis m Vors L DIAPHRAGM PI AN V - VrscorL/2 = Vaut/W DIAPHRAGM SHFARS Mum = Vc0rt.?/8 = Mmur/W T. Addllahh. Weer CHORD F ORCES SubDiaphragm Analysis DIAPHRAGM PI AN • = VmarL/2 • = Vtout/W DIAPHRAGM SHFAR MKA. = Vacate/8 Tsv = Mum/W .4111111 IIIiii. IDLQ013a5 Project 388 (Simpson Only).xitADIaphragm 2 STRUCTERAI, ENGINEERS V ropf = L= W= V. = = M. = T Diaphragms 61595 570 3911283 36216 41094 162 1109538 4368 #/ft ft ft pounds #/ft ft-# pounds Seismic Lateral Load Diaphragm Length Diaphragm Depth Maximum Shear Maximum Shear Maximum Moment Maximum Chord Force #/ft Seismic Lateral Load ft Diaphragm Length ft Diaphragm Depth pounds Maximum Shear #/ft Maximum Shear ft-# Maximum Moment pounds Maximum Chord Force JOB NAME: Upland Distribution Center 180th St. and Andover Park West J013 NO: 2006.14100 SHEET NO: ENGINEER: J. Wale DATE: May -06 ANALYSIS: Diaphragm Analysis (South Building) Bearing Wall System .. "Bearing Wall System Ordinary Reinforced. Concrete Shear Walls Ordinary Reinforced Concrete Shear Walls This spreadsheet summarizes the development of anchorage loads into the diaphragm for the Voluntary Seismic Retrofit of a one -story rigid call / flexible diaphragm structure in accordance with the 2003 International Building ASCE 7 Sec. 9.5.5 Equivalent Lateral Force Procedure IBC Sec. 1617.4 requires that the Equivalent Lateral Force Procedure of ASCE 7 -02. Sec Soil Profile "Fype (Class) = D Mapped Spectral Acceleration = S = 0.455 g Design Spectral Acceleration= SDS= 0.883 g Importance Factor = 1 = 1.00 Average Diaphragm Elevation = h„ < 24.0 ft Transverse 1 Longitudinal 1 Basic Seismic Force - Resisting System Response Modification Coefficient = R = System Overstret gth Factor = S2„ _ C, redundancy factor = p = T =C(h„) /4 - C = Sos / (R /) = Cs(ma.c) = Sol / T(R/I) C srm,„1)= 0 . 044 Sosl = Cseia !mg E o. F) = 0.55, / (R /1) C = IBC Sec. 1620.4.3 Diaphragms STRUCI'I. RAL ENGINEERS Diaphragms 4.0 "transverse F =C,W 0.221 F p(ma , ) = 0.4S 0.353 Fp(mtn)= 0.2SDSIEWp 0.177 P 0.221 Fp(AsD) F / L4= 0.158 Seismic Lateral Loads For Diaphragm Design "Tributary Wall Weight Roof Len; Roof Unit W'eig Roof Weight = LU = 'Iota! Weight = 2W= u .F W r„ „r= W Roof Seismic Load = Fp(Aso)W = c o f Project 368 (Simpson Only).xls \Diaphragm (2) 3 0.020 0.039 0.000 0.039 0.221 2.0 0,020 1.00 0.22 (1.221 1.018 0.22 0.221 1.018 0.039 0.000 0.039 0.221 seconds Longitudinal 0.221 W 0.353 W 0.177 W 0.221 W 0.158 W "Transverse - W wail th = L ht U S89 220 2640 4418 696 Longit 89 33L5 . 12 udinal ill ft ft psf 3978 / / /ft 5756 0/0 907 # /ft 55 he used. linked from Site linked from Site linked from Site linked from Site "Fable 9.5.2.2 Table 9.5.2.2, footnote g gable 9.5.5.3.2 code interpretation for diaphragms Eq_ 9.55.3.2 -1 Eq. 9.5.52 -1_I Eq. 9.5.5.2-1.2 Eq. 9.5.5.2 -1.3 Eq. 9.5.5.2-1.4 C o „,„ ) = larger ICs(mm it C Eor F)I Eq -16 -63 ce < F r ` Fp(max) previously calculated previously calculated JOB NAME: Upland Distribution Center JOB NO: 2006.14400 SHEET NO: 6 180th St. and Andover Park West ENGINEER: J. Wale DATE: May-06 ANALYSIS: Diaphragm Analysis (South Build ng) Diaphragm Analysis L L DIAPHRAGM PLAN DIAPHRAGM SHEARS M.a = Vm.L /8 . i lhIIIOIh .. = QHORD FORCES SubDiaphragm Analysis L DIAPHRAGM P1AN V — V.oL /2 (he = V.., /W NnI' DIAPHRAGM SHEARS = Vml /2 v.0 = v.n/W M... = VnorL /8 .gIIIIIIIIIIIIIhk = M. /W CHORD FORCES STRUCTURAL ENGINEERS Vrmr= L= W= V. = Vmu = M. = T. = Project 388 (Simpson Only)ads1Dlaphraam (2) 4 Diaphragms ft W =;22Q `. X32 ft V. = 115362 99770 pounds = 524 301 II/ft M. = 9560626 5487350 ft4 Tmmr 43457 16553 pounds Seismic Lateral Load Diaphragm Length Diaphragm Depth Maximum Shear Maximum Shear Maximum Moment Maximum Chord Force /ft Seismic Lateral Load ft Diaphragm Length ft Diaphragm Depth pounds Maximum Shear #/ft Maximum Shear ft-# Maximum Moment pounds Maximum Chord Force , JOB NAME t/ Gi rw ," pis Tr •,, v. JOB NO Z0010 Ittt 00 /W Si 4 4Aar 44 04 ENGINEER J. Wale tE u t t_ ft GIN EntS ANALYSIS ex ;5 +le- bi i " ars' ra (en5T/WO4 . 1 t ; i ; f L. ; r '24 ir ! t t :SS • co ; c. I ; • I : : I I L: I c - t . 1 F ROOF!. NI\ILII--161 .e6Hb61Le - SHEET N, DACE 05/01/64, : i . I. i.: • • • 0 104 - e 2 Pc. - : Plii4: 5 0 1.11-II 2 Aklae 4 • t : : • ! ! , itt • 1 -- : • • • at-rtutiotie rANL... ery • ! ,• ,J I. , • 104 e •S' 06. - briHg1S rLY1 rA1 ipti5e 10.4 e 12" At. - it-tincM5p1A1 g rgAmo-vi reirfrieesis , : - ; • : _ZONE 'A • • I: t • 201-4 i I 104 e i - MAPHRACIM )501.111,AKIee j. annmuoalp I°ANEL EPA • •" 104 e a ab. OTHEES riYw000_ pAlgi.. taxiv-e= , • , 104 6 12' 44 1141$1Sti1e ..FicAls111161 M k . . J.J. JJJZJ% t7f s JVS.AM.I.LJ 11T tr. STRUCTURAL ENGINEERS 24 Executive Park, Suite 200, Irvine, Califomia 92614 (949) 296 -8858 Voice (949) 296 -0766 Fax www.jsdyer.com Structural Calculations for Project 2006.146.00 Simpson Hardware /a JOB NAME: Upland Distribution Center 180th St. and Andover Park West JOB NO: 2006.111.00 SHEET NO: 1/ ENGINEER: J. Wale DATE: May -06 ANALYSIS: Voluntary Seismic Retrofit STRUCTURAL ENGINEERS Wall Anchorage - Transverse Perimeter Walls (North: Walls A and M, South: Walls 1 and 19) This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code Tributary Wall Weight Top -Of -Wall Elevation = h oop = Average Diaphragm Elevation = h. = Bottom -Of- -Wall Elevation = _ ' i` -:j ft Wall Thickness = T = 55. `: inch Wall Unit Weight = W =,044. pcf Tributary Wall Height = H = 13.375 ft H = (h - h + 0.5(h, + Tributary Wall Weight = W = 889 #/ft W = TWH / 12 IBC Sec. 1620.3.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis) Allowable Stress Design Basis Importance Factor = I = Design Spectral Acceleration = SDS = F = F = 0.10W = F = O.SSDSIE Ww = F = Anchorage At Wall - Simpson Hardware Anchor Spacing = s = 8:00r' ft EASD = F 1.4 = 448 #/ft F= sEASD= Fisted = 1.4F Paired Unit - Model = Number Of Bolts = Bolt Diameter = Rod Diameter = d roa = Number of Paired Assemblies = N = Wood Member Thickness = Wood Capacity Each Pair = V = Steel Capacity Each Pair = V, = E =F/ 2N = Total Wood Capacity =NV = Fwaod (glow) = Total Steel Capacity = NV, = Fuoal (g = Wood Capacity Unity Check = F / F (allow) = Steel Capacity Unity Check = F,"! / F„ (gl = Project 368 (Simpson Only).xls \Walls Transverse 9 1.00 0.883 280 89 628 628 If/ft ii/ft #/ft #/ft pounds pounds ;finches inches inches O 4 pounds 600 pounds 1793 pounds 8020 pounds 13600 pounds 0.45 OK 0.37 OK linked from Site linked from Site Sec. 1604.8.2 Sec. 1620.2.7 Eq. 16 -62 largest [F F F for non -steel elements for steel elements JOB NAME: Upland Distribution Center 180th St. and Andover Park West JOB NO: 2006.14$.00 SHEET NO: /'y ENGINEER: J. Wale DATE: May -06 ANALYSIS: Voluntary Seismic Retrofit Anchor Rod Data Anchorage Purpose, Threaded Rod Diameter, Embedment Depth, Concrete Thickness, Embedment to Diameter Ratio, Applied Service Tension Load *, Applied Service Shear Load, "See last page F„ =((F non- steel)/2] Concrete Compressive Strength, Rod Material, Min Anchor Spacing, Min Shear Toward Edge Distance, C= Min Shear Not Toward Edge Distance, c = Load Factors Increase for Short-Term Loading, Inc = Allowable Tension Loads from Table 6 Tension Capacity of Concrete, Tension Capacity of Rod Steel, Allowable Shear Loads from Table 7 Shear Capacity of Concrete, Shear Capacity of Rod Steel, Spacing Distance for Full Capacity, Edge Distance for Full Capacity, Project 368 (Simpson Only).xls*Iilti transverse .1.0. IllGl► 1.7L10JtJUII1J.DO ILYL... STRUCTURAL ENGINEERS Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System Based on ICBO ER -5193 _..s:fot't'ranvers_ ells A and t4, So d = 3/4 in f'c = .. Tc = Ts = V c = Vs = 4.667 ASTM A36 Ps =: s';4 Ibs Vs = >r`'tl Ibs „Pt} psi in 3,078 Ibs 8,455 Ibs 4,495 Ibs 4,355 Ibs Edge Distance & Spacing for Full Capacity from Table 6 7.000 in 5.250 in Reduction Factors from Table 4 Min Anchor Spacing Distance Factor, 0.250 Min Anchor Spacing Distance, 1.750 in Min Anchor Edge Distance Factor, 0.330 Min Anchor Edge Distance, 1.733 in Tension Capacity Reduction Factors Based on Anchor Spacing, fn = 0.700 Based on Anchor Edge Distance, fn = 0.600 Shear Capacity Toward Edge Reduction Factors Based on Anchor Spacing, fv = 0.700 Based on Anchor Edge Distance, fv = 0.200 Shear Capacity Not Toward Edge Reduction Factors Based on Anchor Spacing, fv = 0.700 Based on Anchor Edge Distance, fv = 0.600 Calculated Reductions for Concrete Capacity Tension Capacity Reduction Based on Spacing, Rt1 = Based on Edge Distance, Rt2 = Reduction, Rt = Rt1 • Rt2 = Shear Toward Edge Capacity Reduction Based on Spacing, Re1 = Based on Edge Distance, Re2 = Reduction, Re = Re1 • Re2 = Shear Not Toward Edge Capacity Reduction Based on Spacing, Rn1 = Based on Edge Distance, Rn2 = Reduction, Rn = Rn1 • Rn2 = Adjusted Allowable Loads Concrete Allowables Tension, Ptc = Tc • Inc • Rt = V Toward Edge, Vtc = Vc • Inc * Re = V Not Toward Edge, Vnc = Vc • Inc • Rn = Rod Steel Allowables Tension, Shear, 1.000 0.744 0.744 1.000 0.488 0.488 1.000 0.744 0.744 3,053 Ibs 2,925 Ibs 4,458 Ibs Pts = Ts * Inc = 11,271 Ibs Vts = Vs • Inc = 5,805 Ibs Concrete Tension + Shear Toward Edge Interaction, Uct = (Ps / Ptc) + (Vs / Vtc) = 0.587 Concrete Tension + Shear Not Toward Edge Interaction, Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.587 Rod Steel Tension + Shear Interaction, Us = (Ps / Pts) + (Vs / Vts) = 0.025 OK Concrete Thickness, Ut = t / e = 1.571 OK OK OK JOB NAME: Upland Distribution Center 180th St. and Andover Park West JOB NO: 2006.141.00 SHEET NO: DATE: /3 May-06 ENGINEER: J. Wale ANALYSIS: Voluntary Seismic Retrofit Tributary Wall Weight Allowable Stress Design Basis Continuity Tie At Wall - Simpson Hardware Importance Factor = I = Design Spectral Acceleration = Sos = Fpt = F = 0.10W = F = 0.8S = F = Paired Unit - Model = Number Of Bolts = Bolt Diameter = Rod Diameter = d, = Number of Paired Assemblies = N = Wood Member Thickness = Wood Capacity Each Pair = V = Steel Capacity Each Pair = V, = F, = F /2N= Total Wood Capacity = NV = Fwood (dluw) _ Total Steel Capacity = NV, = F owl (glow) = Wood Capacity Unity Check = F / F (,fl = Steel Capacity Unity Check = F.t«l / Frteel odb„,) = Project 368 (Simpson Ony).xlstWalls Long 11 ,/.J. It/ Id% S7 11100‘116.1/11 .1.4.7 IL TV. STRUCTURAL ENGINEERS Wall Anchorage - Longitudinal Perimeter Walls (North: Walls 1 and 8, South: Walls M and S) This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 Intemational Building Code Top -Of -Wall Elevation = h, = 26.$ - ft Average Diaphragm Elevation = h„ = Bottom -Of -Wall Elevation = h = ;'"0.4; 1 ft Wall Thickness = T = S,S; inch Wall Unit Weight = W = .r) , ; pcf Tributary Wall Height = H = 13375 ft Tributary Wall Weight = W = 889 #/ft IBC Sec. 16203.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis) Anchor Spacing = s = EAR) =F /1.4= F= sE Fetal = 1.4F = 1.00 0.883 280 89 628 628 " .8 : 25 ft 448 #/ft #/ft #/ft #/ft #/ft pounds 5178 pounds inches inches inches pounds 3600; pounds 1849 pounds 8020 pounds 13600 pounds 0.46 OK 0.38 OK H= (h 11) +0.5(h„ +h W TWH /12 linked from Site linked from Site Sec. 1604.8.2 Sec. 1620.2.7 Eq. 16-62 largest [F Fp2,Fp3] for non -steel elements for steel elements JOB NAME: Upland Distribution Center 180th St. and Andover Park West JOB NO: 2006.14400 SHEET NO: /(1 ENGINEER: J. Wale DATE: May -06 ANALYSIS: Voluntary Seismic Retrofit Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System Based on ICBO ER -5193 Anchor Rod Data Anchorage Purpose, Threaded Rod Diameter, Embedment Depth, Concrete Thickness, Embedment to Diameter Ratio, Applied Service Tension Load*, Applied Service Shear Load, `See last page F„ =1(F non- steel)/2] Concrete Compressive Strength, Rod Material, Min Anchor Spacing, Min Shear Toward Edge Distance, C= Min Shear Not Toward Edge Distance, c = Load Factors Increase for Short-Term Loading, Inc =`. Allowable Tension Loads from Table 6 Tension Capacity of Concrete, Tension Capacity of Rod Steel, Allowable Shear Loads from Table 7 Shear Capacity of Concrete, Shear Capacity of Rod Steel, Spacing Distance for Full Capacity, Edge Distance for Full Capacity, Project 368 (Simpson Only).xls\Hilti Long J.J. VICK &AJJUUiA1CJ Inc. STRUCTURAL ENGINEERS :rlgnSlbudiim p rtmeter' rid 8, Sauth lNatts M d = 3/4 in Tc = Ts = Vc = Vs = 4.667 Ibs Ibs f'c =3 t U0(): ASTM A36 s = `8 €BOLL in in in 3,078 Ibs 8,455 Ibs 4,495 lbs 4,355 lbs Edge Distance & Spacing for Full Capacity from Table 6 7.000 in 5.250 in Reduction Factors from Table 4 Min Anchor Spacing Distance Factor, 0.250 Min Anchor Spacing Distance, 1.750 in Min Anchor Edge Distance Factor, 0.330 Min Anchor Edge Distance, 1.733 in Tension Capacity Reduction Factors Based on Anchor Spacing, fn = 0.700 Based on Anchor Edge Distance, fn = 0.600 Shear Capacity Toward Edge Reduction Factors Based on Anchor Spacing, iv = 0.700 Based on Anchor Edge Distance, fv = 0.200 Shear Capacity Not Toward Edge Reduction Factors Based on Anchor Spacing, fv = 0.700 Based on Anchor Edge Distance, fv = 0.600 Calculated Reductions for Concrete Capacity Tension Capacity Reduction Based on Spacing, Rt1 = Based on Edge Distance, Rt2 = Reduction, Rt = Rt1 • Rt2 = Shear Toward Edge Capacity Reduction Based on Spacing, Re1 = Based on Edge Distance, Re2 = Reduction, Re = Re1 • Re2 = Shear Not Toward Edge Capacity Reduction Based on Spacing, Rn1 = Based on Edge Distance, Rn2 = Reduction, Rn = Rn1 • Rn2 = Adjusted Allowable Loads Concrete Allowables Tension, Ptc = Tc • Inc • Rt = V Toward Edge, Vtc = Vc • Inc • Re = V Not Toward Edge, Vnc = Vc • Inc • Rn = Rod Steel Allowables Tension, Shear, 1.000 0.744 0.744 1.000 0.488 0.488 1.000 0.744 0.744 3,053 Ibs 2,925 Ibs 4,458 Ibs Pts = Ts • Inc = 11,271 Ibs Vts = Vs • Inc = 5,805 Ibs Concrete Tension + Shear Toward Edge Interaction, Uct = (Ps / Ptc) + (Vs / Vtc) = 0.606 OK Concrete Tension + Shear Not Toward Edge Interaction, Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.606 OK Rod Steel Tension + Shear Interaction, Us = (Ps / Pts) + (Vs / Vts) = 0.027 OK Concrete Thickness, Ut = t / e = 1.571 OK JOB NAME: Upland Distribution Center 180th St. and Andover Park West JOB NO: 2006.14 }.00 SHEET NO: /S ENGINEER: J. Wale DATE: May -06 ANALYSIS: Voluntary Seismic Retrofit all Anchorage Longitudinal Perimeter Walls- Steel Anchor Rods (North: Walls 1 and 8, South: Walls M and 5 This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code (IBC). Tributary Wall Weight IBC Sec. 1620.3.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis) Allowable Stress Design Basis Steel Anchor Road Design Gross Area of Rod, Ag = Net Tensile Area of Road, An = Allowable Stress Increase = Rod Tension Capacity Based on Yield Stress, T = nsion Capacity Based on Ultimate Tensile Stress, T = Wall Anchorage Demand, F ace! = Rod Tension Capcity, T = Steel Capacity Unity Check = F„ / F ace (allow) = Project 368 (Simpson Only)ids \Rods Long 13 ,/.J. VILA C9 AJDIlt.IAICD IIVt.. STRUCTURAL ENGINEERS Top -Of -Wall Elevation = h, = j ?6. Average Diaphragm Elevation = h„ _ Bottom -Of -Wall Elevation = h eot = Wall Thickness = T = Wall Unit Weight = W = Tributary Wall Height = H = Tributary Wall Weight = W = ft inch pcf 13.375 ft 889 #/ft Importance Factor = I = 1.00 Design Spectral Acceleration = SDS = 0.850 280 #/ft 89 #/ft 604 #/ft 604 #/ft F = F 0.10W Fp; = 0.8S = F = Anchor Spacing = s = EAso Fp / F= SE F = 1.4F Anchor Rod Material = Yield Strength, Fy = Ultimate Tensile Strength, Fu = Rod Diameter = L ° 8„:;. 2 ft 432 #/ft 0.442 in 0.334 in 1.33 12.692 12.900 4.987 12.692 0.39 pounds pounds ASTM A36 36 ksi 58 ksi flinches k k k k OK H = (h - h„) + 0.5(h„ + N W = TWH / 12 linked from Site linked from Site Sec. 1604.8.2 Sec. 1620.2.7 Eq. 16 -62 largest [FF F p2. F for non -steel elements for steel elements JOB NAME: Upland Distribution Center 180th St. and Andover Park West JOB NO: 2006.144.00 SHEET NO: /6 ENGINEER: J. Wale DATE: May -06 ANALYSIS: Voluntary Seismic Retrofit (North Bu Iding) Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System Based on ICBO ER -5193 Anchor Rod Data Anchorage Purpose, Waif enchCr mds 10017.600111:010 . : $aUth., Waiis.. Threaded Rod Diameter, Embedment Depth, Concrete Thickness, Embedment to Diameter Ratio, Applied Service Tension Load*, Applied Service Shear Load, •See last page Concrete Compressive Strength, Rod Material, Min Anchor Spacing, Min Shear Toward Edge Distance, C= Min Shear Not Toward Edge Distance, C= Load Factors Increase for Short-Term Loading, Allowable Tension Loads from Table 6 Tension Capacity of Concrete, Tension Capacity of Rod Steel, Allowable Shear Loads from Table 7 Shear Capacity of Concrete, Shear Capacity of Rod Steel, Spacing Distance for Full Capacity, Edge Distance for Full Capacity, J.). 11 &AMUCIA1LJ EVL. STRUCTURAL ENGINEERS d = 3/4 In e = €fir €5 Ps = Vs = Project 368 (Simpson Only).xls\Hihi Rods Long sr tongltudine atis 1 and 4.667 f 'c =air 3Itot: psi ASTM A36 s ='< 0 in Inc = bo in in Ibs Ibs 50 in 0 in Tc = 3,078 Ibs Ts = 8,455 Ibs Vc = 4,495 Ibs Vs = 4,355 Ibs Edge Distance 8 Spacing for Full Capacity from Table 6 7.000 in 5.250 in Reduction Factors from Table 4 Min Anchor Spacing Distance Factor, 0.250 Min Anchor Spacing Distance, 1.750 in Min Anchor Edge Distance Factor, 0.330 Min Anchor Edge Distance, 1.733 in Tension Capacity Reduction Factors Based on Anchor Spacing, fn = 0.700 Based on Anchor Edge Distance, fn = 0.600 Shear Capacity Toward Edge Reduction Factors Based on Anchor Spacing, fv = 0.700 Based on Anchor Edge Distance, fv = 0.200 Shear Capacity Not Toward Edge Reduction Factors Based on Anchor Spacing, fv = 0.700 Based on Anchor Edge Distance, fv = 0.600 Calculated Reductions for Concrete Capacity Tension Capacity Reduction Based on Spacing, Rt1 = Based on Edge Distance, Rt2 = Reduction, Rt = Rt1 • Rt2 = Shear Toward Edge Capacity Reduction Based on Spacing, Re1 = Based on Edge Distance, Re2 = Reduction, Re = Re1 • Re2 = Shear Not Toward Edge Capacity Reduction Based on Spacing, Rnl = Based on Edge Distance, Rn2 = Reduction, Rn = Rn1 • Rn2 = Adjusted Allowable Loads Concrete Allowables Tension, Ptc = Tc •Inc • Rt = V Toward Edge, Vtc = Vc • Inc • Re = V Not Toward Edge, Vnc = Vc • Inc • Rn = Rod Steel Allowables Tension, Shear, 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 4,103 Ibs 5,991 Ibs 5,991 Ibs Pts = Ts • Inc = 11,271 Ibs Vts = Vs • Inc = 5,805 Ibs Concrete Tension + Shear Toward Edge Interaction, Uct = (Ps / Ptc) + (Vs / Vtc) = 0.868 OK Concrete Tension + Shear Not Toward Edge Interaction, Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.868 OK Rod Steel Tension + Shear Interaction, Us = (Ps / Pts) + (Vs / Vts) = 0.100 OK Concrete Thickness, Ut = t / e = 1.571 OK JOB NAME Upland Distribution Center 180th St. and Andover Park West JOB NO: 2006.146.00 SHEET NO: ENGINEER: J. Wale DATE. May-06 ANALYSIS: Voluntary Seismic Retrofit Continuity Ties - Transverse Direction (North: from Wall 1 to 8, South: from Wall M to S) This spreadsheet performs supporting calculations for continuity ties for the Voluntary Seismic Retrofit ofa one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code (113C). IBC Sec. 1616.4.2 Connections f.J. I/lnn V tLJJUUft11Lc 118U. Sf1211C RAI. ENGINEERS Dead = D = 12.00 psf Live = L = -14.15 psf Area = A = .492 ft F' 0.05(D +IJA = 643 pounds roof dead load roof live load area tributary to tie strength level IBC Sec. 1620.2.4 Connections Design Spectral Acceleration = Sus = . 0.883 g previously calculated w DA= 5900 pounds weight tributary to tie F = 0.I33Susw 693 pounds Eq. 16 -58 F = 0.05w = 295 pounds Eq. 16 -59 Wall Force Subdiaphragm Force Allowable Stress Design Basis Continuity Tic - Simpson Hardware Wall Anchorage Force = F„ = ;: , #/ft MAX Tie Spacing = s = ft (24t-r typical) F = F „s = 19049 pounds Number Subdiaphragms =N = ..1 ::.. Edge Reaction = V „,,, = , 6002 . pounds F = NV „,„ = 6002 pounds Paired Unit - Model = ',HO8A Number Of Bolts = Bolt Diameter= : f8': inches Rod Diameter = d = g;' inches Number of Paired Assemblies = N = Wood Member Thickness = ,.;6 :3_ /4” inches Wood Capacity Each Pair = V„ = °14920' pounds Steel Capacity Each Pair = V, = ,,22400, pounds F, = F / 2N = 6803 pounds Total Wood Capacity =F (ylo 14920 pounds Total Steel Capacity =NV, = F„ 22400 pounds Wood Capacity Unity Check = F / F ( = 0.91 OK Steel Capacity Unity Check= F nvl / F s , 0 . i(mio „ 0.85 OK Project 368 (Simpson Only) xls \Tie Trans 15 F = 643 pounds F = 693 pounds F = 295 pounds F = 19049 pounds F 6002 pounds F = 19049 pounds F = F /14 pounds 13607 ounds F = 1 4F = 19049 pounds ASD Basis previously calculated strength level previously calculated strength level largest [F F F F F for non -steel elements for steel elements JOB NAME: Upland Distribution Center 180th St. and Andover Park West JOB NO: 2006.14100 SHEET NO: '.`. ENGINEER: J. Wale DATE Nlav -06 ANALYSIS: Voluntary Seismic Retrofit This spreadsheet performs supporting calculations for continuity lies for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code (IBC). IBC Sec. 1616.4.2 Connections IBC Sec. 1620.2.4 Connections Design Spectral Acceleration — SDS = wp = DA = F = 0.133Soswp = F p ; = 0.05w Wall Force J. u. I/ILI• ar nnnJ mr a,u lira.. SI RUCIURAL ENGINEERS Continuity Tics - Longitudinal Direction (North: from Wall A to NI. South: from Wall 1 to 19) Allowable Stress Design Basis Continuity Tie - Simpson Hardware Dead =D= 12.00 psf Live = L = 12.20 psf Area =A= 1 590 11 F = 0 05(D+L)A = 714 pounds 0.883 g 7080 pounds 831 pounds 354 pounds Wall Anchorage Force = F =: 628 - 4/11 Tie Spacing = s =" 24.00' ft Fpa =F „s= 15072 pounds Subdiaphragm Force Number Subdiaphragms =N= 1'. Edge Reaction =V 932, pounds E = NV,„, 91 (32 pounds Paired Unit - Model = ,=C-IDB.A Number Of Bolts = Bolt Diameter= ':-') /6:= inches Rod Diameter = d,„ — 7/S :: inches Number of Paired Assemblies = N Wood Member Thickness = =6314 `. inches Wood Capacity Each Pak = V„ _ :14920.: pounds Steel Capacity Each Pair = V,_ 'J24011,' pounds F, = F / 2N = 5383 pounds Total Wood Capacity = NV„ = F„„ ( 14920 pounds Total Steel Capacity = NV, = F„„ „ 22400 pounds Wood Capacity Unity Check =F /F „„„ 1(a110 „ 0.72 OK Steel Capacity Unity Check = F „, /F „„ „ 0.67 OK Project 368 (Simpson Only) thine Long 16 F = 714 pounds F 831 pounds F = 354 pounds F = 15072 pounds F = 9132 pounds F = 15072 pounds F = F / 1.4 =) 10766 pounds F„, = 1.4F = 15072 pounds ASD Basis roof dead load roof live load area tributary to tie strength level previously calculated weight tributary to tie Eq. 16 -58 Eq. 16 -59 previously calculated strength Icvel previously calculated strength level largest (1'p,, F R' F2, Fp4, Fpi) for non -steel elements for steel elements J.S. DYER &ASsUcLATA5llvc. STRUCTURAL ENGINEERS 24 Executive Park, Suite 200, Irvine, California 92614 (949) 296 -8858 Voice (949) 296 -0766 Fax www.jsdyer.com Structural Calculations for Project 2006.146.00 Zone Four Hardware / 9 JOB NAME: Upland Distribution Center 180th St. and Andover Park West JOB NO: 2006.14L.00 SHEET NO: ENGINEER: J. Wale DATE: May -06 ANALYSIS: Voluntary Seismic Retrofit Wall Anchorage - Transverse Perimeter Walls (North: Walls A and M, South: Walls 1 and 19) This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code Tributary Wall Weight Allowable Stress Design Basis Top -Of -Wall Elevation = h, = Average Diaphragm Elevation = h„ _ Bottom -Of -Wall Elevation = Nat = Wall Thickness = T = Wall Unit Weight = W = Tributary Wall Height =- Tributary Wall Weight = W = IBC Sec. 1620.3.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis) Importance Factor =l 1.00 linked from Site Design Spectral Acceleration = Sus = 0.883 linked from Site F = 280 #/fl Sec. 1604.8.2 F = 0.10W, = 89 # /fI Sec. 1620.2.7 F = 0.8S = 628 #/ft Eq. 16 -62 Fp = 628 #/9 largest [Fp1, F F Continuity Tie At Wall - Zone 4 Hardware Anchor Spacing = s = 8.00 ft EASD = Fp / 1.4 = 448 #/ft F = sE =I 3587 pounds F „ „ „ = 1.4F = 5021 pounds CT/T2 Paired Unit - Model = 24-6 Number Of Bolts = 2 k` Bolt Diameter = :. 1/2- inches Rod Diameter = 3/4 inches Number of Paired Assemblies = N = ` 1f Wood Member Thickness = . 3 I/2” inches Wood Capacity Each Pair = V,— 5071 pounds Steel Capacity Each Pair = V, = :22503' pounds Frod = F / 2 N = 1793 pounds Total Wood Capacity = NV„ = F ( = 5071 pounds Total Steel Capacity = NV, = F „ „, (a = 22503 pounds Wood Capacity Unity Check = F / F (a ll ow ) = 0.71 OK Steel Capacity Unity Check = F, / F „ , „ 0.22 OK Project 368 (Zone Four Only).xls \Walls Transverse 2 J.J. UYCK & AJJU(,IAIiJ IIVC. STRUCTURAL ENGINEERS 26.8 ft 26.8 if 0,0 ft 5.5 inch 145 pcf 13.375 ft 889 # /ft 1 I = (h, „ - h „) + 0.5(h„ + h W =TWH/ 12 for non -steel elements for steel elements rxar„e carte rw®FO+ r Ai LY{Lfµl cm,* JOB NAME: Upland Distribution Center 180th St. and Andover Park West JOB NO: 2006.10.00 SHEET NO: Z/ ENGINEER: J. Wale DATE: May -06 ANALYSIS: Voluntary Seismic Retrofit • Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System Based on ICBO ER -5193 Anchor Rod Data Anchorage Purpose, 9 P Waft rTranxefsep (Na rth Walli A ari001 Threaded Rod Diameter, Embedment Depth, e =�o Concrete Thickness, Embedment to Diameter Ratio, Applied Service Tension Load ", Applied Service Shear Load, *See last page F„ =((F non- steel)/2] Concrete Compressive Strength, Rod Material, Min Anchor Spacing, Min Shear Toward Edge Distance, C= Min Shear Not Toward Edge Distance, c Load Factors Increase for Short Loading, Inc = Allowable Tension Loads from Table 8 Tension Capacity of Concrete, Tension Capacity of Rod Steel, Allowable Shear Loads from Table 7 Shear Capacity of Concrete, Shear Capacity of Rod Steel, 13. VILSJ( C AMUCMALW 11VC. STRUCTURAL ENGINEERS d= Ps = Vs = Tc = Ts = Vc = Vs = Project 368 (Zone Four Only).xls\Flilti transverse Min Anchor Edge Distance Factor, 0.330 3/4 in Min Anchor Edge Distance, 1.733 in 7d 4.667 in in f 'c = 3tltltf psi ASTM A36 ' 1 OG: In m in 3,078 Ibs 8,455 Ibs 4,495 Ibs 4,355 Ibs Edge Distance S Spacing for Full Capacity from Table 6 Spacing Distance for Full Capacity, 7.000 In Edge Distance for Full Capacity, 5.250 In Ibs Ibs Reduction Factors from Table 4 Min Anchor Spacing Distance Factor, 0.250 Min Anchor Spacing Distance, 1.750 in Tension Capacity Reduction Factors Based on Anchor Spacing, fn = 0.700 Based on Anchor Edge Distance, fn = 0.600 Shear Capacity Toward Edge Reduction Factors Based on Anchor Spacing, fv = 0.700 Based on Anchor Edge Distance, N = 0.200 Shear Capacity Not Toward Edge Reduction Factors Based on Anchor Spacing, N = 0.700 Based on Anchor Edge Distance, N = 0.600 Calculated Reductions for Concrete Capacity Tension Capacity Reduction Based on Spacing, Rtl = Based on Edge Distance, Rt2 = Reduction, Rt = Rtl • Rt2 = Shear Toward Edge Capacity Reduction Based on Spacing, Rel = Based on Edge Distance, Re2 = Reduction, Re = Rel • Re2 = Shear Not Toward Edge Capacity Reduction Based on Spacing, Rn1 = Based on Edge Distance, Rn2 = Reduction, Rn = Rn1 • Rn2 = Adjusted Allowable Loads Concrete Allowables Tension, Ptc = Tc • Inc • Rt = V Toward Edge, Vtc = Vc • Inc • Re = V Not Toward Edge, Vnc = Vc • Inc • Rn = Rod Steel Allowables Tension, Shear, 0.971 0.744 0.723 0.971 0.488 0.474 0.971 0.744 0.723 2,966 Ibs 2,842 Ibs 4,331 Ibs Pts = Ts " Inc = 11,271 Ibs Vts = Vs " Inc = 5,805 Ibs Concrete Tension + Shear Toward Edge Interaction, Uct = (Ps / Ptc) + (Vs / Vtc) = 0.604 OK Concrete Tension + Shear Not Toward Edge Interaction, Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.604 OK Rod Steel Tension + Shear Interaction, Us = (Ps / Pts) + (Vs / Vts) = 0.025 OK Concrete Thickness, Ut = t / e = 1.571 OK JOB NAME: Upland Distribution Center 180th St. and Andover Park West JOB NO: 2006.144.00 SHEET NO: 12 ENGINEER: J. Wale DATE: May -06 ANALYSIS: Voluntary Seismic Retrofit Tributary Wall Weight Allowable Stress Design Basis Top -Of -Wall Elevation = h, = Average Diaphragm Elevation = h„ = Bottom -Of -Wall Elevation = h = Wall Thickness = T = Wall Unit Weight = W = Tributary Wall Height = H = Tributary Wall Weight = W = Continuity Tie At Wall - Zone 4 Hardware j.V. LI SA A a., Jasaaa.v as 1 v. STRUCTURAL ENGINEERS Wall Anchorage - Longitudinal Perimeter Walls (North: Walls 1 and 8, Sonth: Walls M and S) This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code F O.8S = F = Importance Factor = I = 1.00 Design Spectral Acceleration = SDS = 0.883 F = 280 F = 0.10W = 89 628 628 263`lft 0.0, :1 ft 5.5';1 inch 5„ ] pcf 13.375 ft 889 #/ft IBC Sec. 1620.3.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis) #/ft #/ft #/ft #/ft Anchor Spacing = s =012,5_,.1 ft EAsD = F / 1.4 = 448 #/ft F = sE 3699 pounds F f = 1.4F — 5178 pounds CT/T2 Paired Unit - Model = Number Of Bolts = Bolt Diameter = . <) inches Rod Diameter = 4i =3° inches Number of Paired Assemblies =N = Wood Member Thickness = inches Wood Capacity Each Pair = VwS i pounds Steel Capacity Each Pair = V, �- pounds F = F / 2N = 1849 pounds Total Wood Capacity = NV = F t = 5071 pounds Total Steel Capacity =NV, = F,,, c1(f , ow) = 22503 pounds Wood Capacity Unity Check = F / F wood (flow) = 0.73 OK Steel Capacity Unity Check = F„ / F (flow) = 0.23 OK Project 368 (Zone Four Only).xls \Wells Long 4 H= (h, h„) +0.5(h„+h W TWH /12 linked from Site linked from Site Sec. 1604.8.2 Sec. 1620.2.7 Eq. 16-62 largest [F F F for non -steel elements for steel elements JOB NAME: Upland Distribution Center 180th St. and Andover Park West JOB NO: 2006.144.00 SHEET NO: t i ENGINEER: J. Wale DATE: May-06 ANALYSIS: Voluntary Seismic Retrofit Anchor Rod Data Waii ancSs fork ti ¢North Walis 1 an+ Threaded Rod Diameter, Anchorage Purpose, Embedment Depth, Concrete Thickness, Embedment to Diameter Ratio, Applied Service Tension Load*, Applied Service Shear Load, •See last page F„ =[(F non- steel)/2) Concrete Compressive Strength, Rod Material, Min Anchor Spacing, Min Shear Toward Edge Distance, C= Min Shear Not Toward Edge Distance, c = Load Factors Increase for Short-Term Loading, Inc = Allowable Tension Loads from Table 6 Tension Capacity of Concrete, Tension Capacity of Rod Steel, Allowable Shear Loads from Table 7 Shear Capacity of Concrete, Shear Capacity of Rod Steel, Spacing Distance for Full Capacity, Edge Distance for Full Capacity, Project 368 (Zone Four Only).xls1Hilti Long f.i). !ll"CJ'C C?!f)J(J IA CO IJVU. STRUCTURAL ENGINEERS Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System Based on ICBO ER -5193 Ps = Vs = f'c = Tc = Ts = Vc = Vs = dlnal peitmeter d = 3/4 in 4.667 ASTM A36 Ibs Ibs psi in OR in in 3,078 Ibs 8,455 Ibs 4,495 Ibs 4 355 Ibs Edge Distance 8 Spacing for Full Capacity from Table 6 7.000 in 5.250 in Reduction Factors from Table 4 Min Anchor Spacing Distance Factor, 0.250 Min Anchor Spacing Distance, 1.750 in Min Anchor Edge Distance Factor, 0.330 Min Anchor Edge Distance, 1.733 in Tension Capacity Reduction Factors Based on Anchor Spacing, fn = 0.700 Based on Anchor Edge Distance, fn = 0.600 Shear Capacity Toward Edge Reduction Factors Based on Anchor Spacing, fv = 0.700 Based on Anchor Edge Distance, Tv = 0.200 Shear Capacity Not Toward Edge Reduction Factors Based on Anchor Spacing, Tv = 0.700 Based on Anchor Edge Distance, N = 0.600 Calculated Reductions for Concrete Capacity Tension Capacity Reduction Based on Spacing, Rt1 = Based on Edge Distance, Rt2 = Reduction, Rt = Rt1 • Rt2 = Shear Toward Edge Capacity Reduction Based on Spacing, Ref = Based on Edge Distance, Re2 = Reduction, Re = Re1 • Re2 = Shear Not Toward Edge Capacity Reduction Based on Spacing, Rn1 = Based on Edge Distance, Rn2 = Reduction, Rn = Rn1 • Rn2 = Adjusted Allowable Loads Concrete Allowables Tension, Ptc = Tc • Inc • Rt = VTowardEdge, Vtc = Vc * Inc *Re = V Not Toward Edge, Vnc = Vc • Inc • Rn = Rod Steel Allowables Tension, Shear, 1.000 0.744 0.744 1.000 0.488 0.488 1.000 0.744 0.744 3,053 Ibs Z925 Ibs 4,458 Ibs Pts= Ts• Inc = 11,271 Ibs Vts = Vs • Inc = 5,805 Ibs Concrete Tension + Shear Toward Edge Interaction, Uct = (Ps / Ptc) + (Vs / Vtc) = 0.606 OK Concrete Tension + Shear Not Toward Edge Interaction, Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.606 OK Rod Steel Tension + Shear Interaction, Us = (Ps / Pts) + (Vs / Vts) = 0.027 OK Concrete Thickness, Ut = t / e = 1.571 OK JOB NAME: Upland Distribution Center 180th St. and Andover Park West JOB NO: 2006.14600 SHEET NO: L `( ENGINEER: J. Wale DATE: May -06 ANALYSIS: Voluntary Seismic Retrofit all Anchorage Longitudinal Perimeter Walls- Steel Anchor Rods (North: Walls 1 and 8, South: Walls M and 5 This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code (IBC). Tributary Wall Weight IBC Sec. 1620.3.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis) Allowable Stress Design Basis Steel Anchor Road Design J W., LIJ • V I SVVV •sA a/V a •Vr STRUCTURAL ENGINEERS Top -Of -Wall Elevation = h, = Average Diaphragm Elevation = h„ = 26:8 " ft Bottom -Of -Wall Elevation = h = s;`0;0 ft Wall Thickness = T = inch Wall Unit Weight = W = ? 145 pcf Tributary Wall Height = H = 13.375 ft Tributary Wall Weight = W = 889 #/ft Importance Factor = I = 1.00 Design Spectral Acceleration = SDS = 0.850 F = 280 #/ft F = 0.10W = 89 #/ft F = 0.8S = 604 #/ft F = 604 #/ft Anchor Spacing = s = Lpsi ft EMo = F / 1.4 = 432 #/ft F = sEAso F acet = 1.4F Anchor Rod Material = ASTM A36 Yield Strength, Fy = 36 ksi Ultimate Tensile Strength, Fu = 58 ksi Rod Diameter = 1 inches Gross Area of Rod, Ag = 0.442 in Net Tensile Area of Road, An = 0.334 in Allowable Stress Increase = 1.33 Rod Tension Capacity Based on Yield Stress, T = 12.692 k nsion Capacity Based on Ultimate Tensile Stress, T = 12.900 k Wall Anchorage Demand, F = 4.987 k Rod Tension Capcity, T = 12.692 k Steel Capacity Unity Check = F„ ..l / F, 1 ( = 0.39 OK Project 368 (Zone Four Only).xls Rods Long 6 H = (h, - h + 0.5(h +11 W TWH /12 linked from Site linked from Site Sec. 1604.8.2 Sec. 1620.2.7 Eq. 16 -62 largest [F F F pounds for non -steel elements pounds for steel elements JOB NAME: Upland Distribution Center 180th St. and Andover Park West JOB NO: 2006.141100 SHEET NO: 25 ENGINEER: J. Wale DATE: May -06 ANALYSIS: Voluntary Seismic Retrofit (North Bu Iding) Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System Based on ICBO ER -5193 Anchor Rod Data Anchorage Purpose, Watt a rods' j pedmeter: (NOtth 1 ,Sauna Welts NIA Threaded Rod Diameter, Embedment Depth, Concrete Thickness, Embedment to Diameter Ratio, Applied Service Tension Load*, Applied Service Shear Load, *See last page Concrete Compressive Strength, f'c = ig psi Rod Material, ASTM A36 Min Anchor Spacing, s = 9l#1£t in Min Shear Toward Edge Distance, Min Shear Not Toward Edge Distance, Load Factors Increase for Short-Term Loading, Inc = Allowable Tension Loads from Table 6 Tension Capacity of Concrete, Tension Capacity of Rod Steel, Allowable Shear Loads from Table 7 Shear Capacity of Concrete, Shear Capacity of Rod Steel, d= e= t= Ps = Vs = C= C= Tc = Ts = Vc = Vs = Edge Distance & Spacing for Full Capacity from Table 6 Spacing Distance for Full Capacity, 7.000 in Edge Distance for Full Capacity, 5.250 in Protect 368 (Zone Four Only).xls\Hilti Rods Long fa. JJrxx Cy11JJVl.JAJCJ Jlvl.. S T R U C T U R A L E N G I N E E R S 4.667 Ibs Ibs Lrtf in 99 in 3,078 Ibs 8,455 Ibs 4,495 Ibs 4,355 Ibs Reduction Factors from Table 4 Min Anchor Spacing Distance Factor, 0.250 Min Anchor Spacing Distance, 1.750 in Min Anchor Edge Distance Factor, 0.330 3/4 in Min Anchor Edge Distance, 1.733 in Tension Capacity Reduction Factors Based on Anchor Spacing, fn = 0.700 Based on Anchor Edge Distance, fn = 0.600 Shear Capacity Toward Edge Reduction Factors Based on Anchor Spacing, fv = 0.700 Based on Anchor Edge Distance, fv = 0.200 Shear Capacity Not Toward Edge Reduction Factors Based on Anchor Spacing, fv = 0.700 Based on Anchor Edge Distance, fv = 0.600 Calculated Reductions for Concrete Capacity Tension Capacity Reduction Based on Spacing, Rt1 = Based on Edge Distance, Rt2 = Reduction, Rt = Rt1 • Rt2 = Shear Toward Edge Capacity Reduction Based on Spacing, Ref = Based on Edge Distance, Re2 = Reduction, Re = Re1 • Re2 = Shear Not Toward Edge Capacity Reduction Based on Spacing, Rn1 = Based on Edge Distance, Rn2 = Reduction, Rn = Rn1 • Rn2 = Adjusted Allowable Loads Concrete Allowables Tension, Ptc = Tc • Inc • Rt = V Toward Edge, Vtc = Vc • Inc • Re = V Not Toward Edge, Vnc = Vc • Inc • Rn = Rod Steel Allowables Tension, Shear, 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1 000 1.000 4,103 Ibs 5,991 Ibs 5,991 Ibs Pts = Ts • Inc = 11,271 Ibs Vts = Vs • Inc = 5,805 Ibs Concrete Tension + Shear Toward Edge Interaction, Uct = (Ps / Ptc) + (Vs / Vtc) = 0.868 OK Concrete Tension + Shear Not Toward Edge Interaction, Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.868 OK Rod Steel Tension + Shear Interaction, Us = (Ps / Pts9 + (Vs / Vts) = 0.100 OK Concrete Thickness, Ut = t / e = 1.571 OK JOB NAME Upland Distribution Center 180th St. and Andover Park West JOB NO: 2006.144400 SIIEET NO: ? :r ENGINEER: .1. Wale DATE: Mav -06 ANALYSIS: Voluntary Seismic Retrofit Project 368 (Zone Four Only).xts \Tie Trans Continuity Ties - Transverse Direction (North: from Wall 1 to 8, South: from Wall VI to S) This spreadsheet performs supporting calculations for continuity tics for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code (IBC). IBC Sec. 1616.4,2 Connections IBC See. 1620.2,4 Connections Wall Force Allowable Stress Design Basis Design Spectral Acceleration = Sn6 = 0.883 g previously calculated w DA = 5900 pounds weight tributary to tie F,, 0.133Snswp = 693 pounds Eq_ 16 -58 F = 00$w = 295 pounds Eq. 16 -59 Subdiaphragm Force Number Subdiaphmgms = = : °k Edge Reaction = V _ 6002. pounds F NVp,,, 6002 pounds Continuity Tie - Lone 4 Hardware J.J. lame v 11001-Pldlll L.1 STRUCTURAL ENGINEERS Dead =D= 12.00. psf Live = 1. = 14:15 psf Area =A= 492 ft F 0.05(D+L)A = 643 pounds Wall Anchorage Force = l' „.= : -'-62$ #/ft MAX 'Fie Spacing =s = :' 30.33 - = E (24' -7” typical) F = F „s = 19049 pounds F = 643 pounds F = 693 pounds F = 295 pounds F = 19049 pounds F = 6002 pounds Fp = 19049 pounds F = F / 14 = 13607 pounds F,.,,, 1.4F =1 19049 pounds CT/T2 Paired Unit - Model = Of Bolts = Bolt Diameter ='; ;: I/2: , inches Rod Diameter = inches Number of Paired Assemblies = N = Wood Member Thickness = ° 3.50:-; inches Wood Capacity Each Pair V„ _ x35(48: pounds Steel Capacity Each Pair = V, = ;`?22503. pounds F red =F / 2N = 6803 pounds Total Wood Capacity = NV „= F,,,, I,ii” „)= 15548 pounds Total Steel Capacity = NV, = F„ „ 22503 pounds Wood Capacity Unity Check =F /F „ Mall ” „ = 0.88 OK Steel Capacity Unity Check =F„ Expo mow) = 0.85 OK ASI) Basis roof dead load roof live load area tributary to tie strength level previously calculated strength level previously calculated strength level largest [F F F F' F for non -steel elements for steel elements JOB NAME: Upland Distribution Center 180th St. and Andover Park West JOB NO 2006.10.00 SHEET NO: 2 "� ENGINEER' J. Wale DATE_ !flay -06 ANALYSIS: Voluntary Seismic Retrofit Continuity Ties - longitudinal Direction (North: from Wall A to Al, South: from Wall 1 to 19) This spreadsheet performs supporting calculations for continuity ties for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible diaphragm structure m accordance with the 2003 International Building Code (IBC. IBC Sec. 1616.4.2 Connections IBC Sec. 1620.2.4 Connections Wall Force Suhdiaphragm Force Allowable Stress Design Basis Design Spectral Acceleration = S = 0.883 g w = DA = 7080 pounds F = 0 . 133 Soswp = 831 pounds F = 0.05w = 354 pounds Continuity Tie- Zone 4 Hardware STRUCTURAL ENGINEERS Dead — D = 12.00 psf Live = L = 12.20 psf Area = A = 590 It Fp, = 0.05(D +1.)A = 714 pounds Wall Anchorage Force = F„ = — 628.`- 4/11 Tie Spacing =s= 24.00 ft I' = F „s = 15072 pounds Number Subdiaphragms =N= 1 Edge Reaction = V,,,,= 9132 pounds F NV,,„ = 9132 pounds Fp 1 = 714 pounds F = 831 pounds F = 354 pounds F 15072 pounds F „5 = 9132 pounds F = 15072 pounds F = F /14 = 10766 pounds — I.4F = 15072 pounds CT/T2 Paired Unit - Model = - "64 -6'1 Number Of Bolts ` b. Bolt Diameter= `- 1/2'.:. inches Rod Diameter 3f4:::: inches Number of Paired Assemblies = N = Wood Member Thickness = -1: 3,50 inches Wood Capacity Each Pair = V „.= :15548: pounds Steel Capacity Each Pair =V, = 22503 pounds F red = F / 2N = 5383 pounds Total Wood Capacity = NV „= F „t1110 „)= 15548 pounds Total Steel Capacity = NV, = F „„,,ia11o„)= 22503 pounds Wood Capacity Unity Check = F / „„cd(„IIo,) 0.69 OK Steel Capacity Unity Check = F / P „.,, 0.67 OK Project 368 (Zone Four Only).xls \Tie Long 9 ASD Basis roof dead load roof live load area tributary to tie strength level previously calculated weight tributary to tie Eq. 16 -58 Eq. 16-59 previously calculated strength level previously calculated strength level largest [FF F F F „ Fp51 for non -steel elements for steel elements 04 -05 -2007 GREGG PERCICH 603 STEWART ST, #707 SEATTLE WA 98101 RE: Permit No. D06 -261 5920 S 180 ST TUKW Dear Permit Holder: City of Tukwila Steven M. Mullet, Mayor Department of Community Development 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 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 wrltlnr 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 05/26/2007 , 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, A.A44. Ter Marshall, Permit Technician xc: Permit File No. D06 -261 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206-431-3665 OC3. 3. 2006 12:34PM J. S. DYER & ASSOCIATES INC. f.S. DYER &ASSOCIA:IES INC 5 T R U C T U R A L 'E N G I N E E R S 24 Executive Park, Suite 200 Irvine, CA 92614 Phone (949)296 -8658 Fax (949) 296-0766 To; Firm: R. Miller Inc. Commercial Contractors 146 Third Avenue South EdmondsWa. 98020 Fax No: 206583 -0306 Phone: 206.5830238 Comments: Jerry, Attached, please find the letter for Building Department Official regarding Project 295 located near the northwest corner of South 180th Street and Andover Park West. This is in regards to his question about the rod couplers. Should you have any questions or require further assistance, please do not hesitate to contact me. Three original hard copies will follow via regular mail. Best regards,----- Jeff Drew Cbpj'to: FILE ` • Jerry Cox Jeff Drew (949) 296 -8858 Ext: 201 3 -Oct -06 Time: 12:20 PM Pages: 2 Including this Transmittal Page From: Phone: Date: Project: 2006.147.00 Name: Project 295 Retrofit Tukwila, WA NO. 3862 P. 1 FAX TRANSMITTAL No: 002 /cam - 7k/ RECEIVED OCT 0 5 2006 DEPARTMENT OL 3. 2006 12:34PM J. S. DYER & ASSOCIATES INC. NO. 3862 P. 2 J.S. DYER &ASSOCIATESINC. October 2, 2006 R Miller Inc. Commercial Contractors 146 Third Avenue South Edmonds, Washington 98020 Re: Rod Coupler Connection Upland Distribution Center Project 295 Tukwila, Washington 98168 JSDA Project No: 2006147.00 Jerry, This letter is in response to the Deputy Inspectors inquiry into whether there is a need for a weld at the rod couplers. The rod couplers are designed to be uscd at any location along the length of the rod, the strength of the coupler is in excess of the rod. There is no need to weld the rod coupler to the rod after it is installed. Please give me a call if you have any questions regarding this matter, we would be happy to provide any assistance possible. Sincerely, y& DYER & ASSOCIATES INC Jeffrey S. Dyer, S.E. Principal 24F.xeative Park Suite 200 Irvine, CA 92611 Tel (969) 296.8858 FAX(949) 296 -0766 www.fsdper.com RECEIVED OCT 0 5 2006 DEPARTMENT Motet 7112006.147.00 rspa2%, Tukwila, WA 0/ACorrespoadencelPraject 295{ gland DiWiMdionikdoo 09/28/06 TUE 12:03 FAX ALDARRA MANAGEMENT COMPANY September 26, 2006 City of Tukwila Building Division 6300 Southcenter Blvd. Tukwila, WA 98188 Re: Permit #D06 -261 5920 S. 180 St. Tukwila, WA 98188 Dear Sir/Madam: This letter is to confum that the seismic retrofit is not to be performed on the mezzanine /second floor under this permit. Sincerely, BOEING OREGON MESABI TRUST Jack 1. Link Property Manager ALDARRA MANAGEMENT 1325 FOURTH AVENUE, SUITE 1940 SEATTLE, WASHINGTON 98101-2510 (206) 6244494 FAX; (206) 624 -5014 RECEIVED CCT 0 5 2006 BUILDING DEPARTMENT VVi ACTIVITY NUMBER: D06 -261 DATE: 07 -7 -06 PROJECT NAME: UPLAND DISTRIBUTION - BLDG 295 SITE ADDRESS: 5920 S 180 ST X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DE ARTM NTS: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP B i I a'ivision P Works Structural ❑ Permit Coordinator ❑ GM/VI CIA 1- t1-t2(/ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 07 -11 -06 Complete El Incomplete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS RO TING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: DocumentshouUnp slip.doc 2 -28 -02 6/ I Aug Fire Prevention Jr�l 1344k gt/ 1-11t Planning Division Not Applicable DATE: DUE DATE: 08 -8 -06 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: License Information License RMILLCI190L5 Licensee Name R MILLER CONSTRUCTION CO INC Licensee Type CONSTRUCTION CONTRACTOR UBI 600389405 Ind. Ins. Account Id 40867100 Business Type CORPORATION Address 1 146 3RD AVE S Address 2 City EDMONDS County SNOHOMISH State WA Zip 98020 Phone 2065830238 Status ACTIVE Specialty I GENERAL Specialty 2 UNUSED Effective Date 6/25/1981 Expiration Date 1/2/2008 Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date MILLER, ROBIN L 01/01/1980 Look Up a Contractor, Electrrian or Plumber License Detail Page 1 of 3 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L&1 to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must mamtain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond #7 Bond Company Name TRAVELERS CAS & SURETY CO Bond Account Number 103826158 Effective Date 06/09/2002 Expiration Date Until Cancelled Cancel Date Impaired Date Bond Amount $12,000.00 Received Date 05/29/2002 TRAVELERS https: / /fortess .wa.gov /lni/bbip /printer.aspx ?License= RMILLCI190L5 07/26/2006 x x x x x