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Home My WebLink AboutPermit D06-203 - Upland Distribution - Building 294 -Seismic RetrofiftUPLAND DISTRIBUTION BUILDING 294 1105 ANDOVER PK W D06 -203 Parcel No.: 3523049110 Address: 1105 ANDOVER PK W TUKW Suite No: Tenant: Name: UPLAND DISTRIBUTION - BLDG 294 Address: 1105 ANDOVER PK W, TUKWILA WA Owner: Name: TWO NINE THREE & FOUR LTD Address 1325 4TH AVE SUITE 1940, SEATTLE WA Value of Construction: $50,100.00 Type of Fire Protection: SPRINKLERS Type of Construction: IIB Public Works Activities: City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N doe: Devperm DEVELOPMENT PERMIT Permit Number: D06 -203 Issue Date: 07/06/2006 Permit Expires On: 01/02/2007 Phone: Contact Person: Name: HEATHER LEAMAN Phone: 206 624 -3210 Address: 603 STEWART ST #707, SEATTLE WA Contractor: Name: SAUNDERS CONSTRUCTION INC Phone: 949 646 -0034 Address: 1760 MONROVIA AV UNIT A -1, COSTA MESA CA Contractor License No: SAUNDCI953ND Expiration Date:08 /04/2007 DESCRIPTION OF WORK: VOLUNTARY SEISMIC RETROFIT OF WALL ANCHORAGE AND CONTINUITY TIES. Water Main Extension: N Private: Public: Water Meter: N ** Continued Next Page " Fees Collected: $1,335.49 Uniform Building Code Edition: Occupancy per UBC: 0011 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 D06 -203 Printed: 07 -06 -2006 doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature MVtA A/1S1&M Date: hi-lap t00 I hereby certify that I have read and x in d t is permit and know the same to be true and correct. All provisions of law and ordinances governing this work will b mp 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 construction or the performance of work. II am authorized to sign and obtain this development permit. fs Signature: wMv"' 0 - • Date: 7'(?"0(0 Print Name: Jo ANN A • 8 A H i f t ` 4 ( A . ‘ 1 7 PIloP MGR 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. 006 -203 Printed: 07 -06 -2006 City oVfukwila Parcel No.: 3523049110 Address: 1105 ANDOVER PK W TUKW Suite No: Tenant: UPLAND DISTRIBUTION - BLDG 294 1: ***BUILDING DEPARTMENT CONDITIONS*** 13: "'FIRE DEPARTMENT CONDITIONS*** doc: Conditions Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: cttukwila.wa.us PERMIT CONDITIONS Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D06 -203 Status: ISSUED Applied Date: 05/31/2006 Issue Date: 07/06/2006 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 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: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: 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. 9: 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. 10: 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. 11: 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). 12: 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. 14: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 15: Maintain existing sprinkler system piping, bracing and coverage. New brackets, beams, etc. must not obstruct sprinkler D06 -203 Printed: 07-06-2006 head discharge in any way. doc: Conditions City theTukwila 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 * *continued on next page** Steven M. Mullet, Mayor Steve Lancaster, Director 16: 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) 17: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 18: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 006 -203 Printed: 07 -06 -2006 City ok'Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ct.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: doc: Conditions t att Q. f "-' Jb ON A • IMt4 , RsCT PPP MGR Date: 7-6 -06 D06 -203 Printed: 07-06-2006 Company Name: Mailing Address: Q ApPIicstions\Ponns- Appliatiou On line 3 -1006 - Pnmil Application.doc Revised: 4-2006 bit . CITY OF TUKWIUted Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http :Nwww.ci.tukwila. wa. us Building Permit No. " Z ' Mechanical Permit No. Plumbing /Gas Permit No. Public Works Permit No. Project No. (Far o cQ use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print" Site Address:)( . OcNQkJr•- t1( 7r G s ►W J I1. _.�ll' N. Tenant Name: Property Owners Name: PAM, ¶Ftl t t ctv- PGFaltO 4 Mailing Address: 1 2121 k uoPr give- two T Alr -vousr (pint I blit state Name: f (f — 1 £t4A . 1.1Loa Mailing Address: ■.� E-Mail Address: ( le)r' -ccwl 'GE1$$ERAL GONTRACTORINFORMATION (Contractor Information for Mechanical (pg 4)`fo'r Pldmbing' Gas Piping'(pg 5) ): Company Name: 7� Mailing Address: City Day Telephone: Fax Number: Expiration Date: Contact Person: E-Mail Address: Contractor Registration Number: 7ARCIIITECT OF RECORD =Alt plods must be'wet stamped by Architect of Record Company Name: Mailing Address: Contact Person: E-Mail Address: NGINEER'OF RECORD — All plans must be wet stamped by Engineer of Record King Co Assessor's Tax No.: 7J 2- 49 1 d Q . Suite Number: Floor: New Tenant: ❑ Yes K.No Day Telephone: sure (Q 2-ft *2-1 0 . ,a11 10 city sta e zi p Fax Number: Sae te i4 2 7 State State Zip City Day Telephone: Fax Number: Zip iry State �_ Day Telephone: ±1 (o Fi�Lr� D Contact Person: E -Mail Address: Fax Number: 242 en ( Page 1 of 6 BUILDING PERMIT INFORA ION - 206 -431 -3670 - Valuation of Project (contractor's bid price): $ "/a 1 - aO Scope of Work (please provide detailed information): Number of Parking Stalls Provided: Standard: FIRE PROTECTION/HAZARDOUS MATERIALS: l Sprinklers 0-Automatic Fire Alarm ❑..None QMpplicadomlFwms- Applicalioor On reneV- 2006 - Permit Applicadon.doc Revised: 4-2006 bh or sou . Existing Building Valuation: $ :r✓.�.. tagta l [L- - "9 Fe 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 1 "Floor 2 Floor 3' Floor Floors :Basement Accessory Structure' Attached Garage Detached Garage Attached Carport . Detached Carport ! Covered Deck Unbovered Existing Interior Remodel Addition to Existing New Type of Construction per IBC Type Of .Occupancy per IBC - • 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. Compact: Handicap: Will there be a change in use? ❑ ....Yes ❑..No If "yes ", explain: ❑ ..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑.. Yes No If "yes", attach list of materials and storage locations on a separate 8 - 1/2 x 11 paper indicating quantities and Material Safety Data Sheets. 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. Page 2 of 6 PUBLIC WORKS PERMIT INIvoRMATION — 206-433-0179 Scope of Work (please provide detailed information): Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑...Tukwila ❑...Water District #I25 ❑ ...Water Availability Provided wer District ...Tukwila ❑...ValVue ❑ ...Sewer Use Certificate 0... Sewer Availability Provided Submitted with Application (mark boxes which auolv): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑...Rightof -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way Non Right-of-way ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ ...Sanita Side Sewer ❑ .. Abandon Septic Tank ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ ...Backflow Prevention - Fire Protection " irrigation Domestic Water ❑ ...Permanent Water Meter Size.. ❑ ...Temporary Water Meter Size .. ❑...Water Only Meter Size VI Q:UppIatioa\Pams-Applications On line- 2006 - Permit Applicalion.doc Revised: 4-2006 bb Call before you Dig: 1400 -424 -5555 ❑ ...Sewer Main Extension Public _ Private _ ❑ ...Water Main Extension Public _ Private _ ❑ .. Highline ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Renton ❑..Renton 0.. Seattle ❑ .. Approved Septic Plans Provided ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑...Traffic Impact Analysis ❑...Hold Harmless — (SAO) ❑...Hold Harmless — (ROW) ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Water ❑ ...Sewer ❑ ...Sewa Treatment Monthly Service Billinp to: Name: Number of Public Fire Hydrant(s) Day Telephone: Mailing Address: City State Zip Water Meter RefundBilling_ Name: Day Telephone: Mailing Address: City State Zip Page 3 of 6 PERMIT APPLICATION NO] i - Applicable to all permits in this :ipylication BUILDING Signature: 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 and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). phtmbing 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. 1 Date Application Accepted: imim id, QMpplicatiot \PonnsAppliadone On Line n•2006 - Pemtit Application.doc Revised: 42006 m ENT: Print Name: , 1o/"1 ✓74 Date: Day Telephone: Ake e/2-1 % Mailin Address: ( 7 - e *in ,�.� (1 - 0 (rJ ' City State Zip Date Application Expires: 1 t i ` Page 6 of' 6 RECEIPT NO: R06 -00978 Payment Date: 07 /06/2006 User ID: 1165 Total Payment: 2,767.88 Initials: JEM Payee: AMB ALLIANCE FUND III, LLC SET ID: 0706 SET NAME: SEISMIC RETROFITS SET TRANSACTIONS: Set Member Amount D06 -200 D06 -201 D06 -202 D06 -203 TOTAL: TRANSACTION LIST: Type Method Description Payment Check 0200136 ACCOUNT ITEM LIST: Description 614.68 602.16 739.88 811.16 2,767.88 BUILDING - NONRES STATE BUILDING SURCHARGE City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 SET RECEIPT TOTAL: Amount 2,767.88 2,767.88 Account Code Current Pmts 000/322.100 2,749.88 000/386.904 18.00 TOTAL: 2,767.88 71.35 07/07 9710 TOTAL 2767.88 Steven M. Mullet, Mayor Steve Lancaster, Director RECEIPT NO: R06 -00769 Initials: JEM Payee: R. 3. HALLISSEY CO, INC. SET ID: 053106 SET TRANSACTIONS: Set Member Amount D06 -200 396.62 D06 -201 388.48 D06 -202 478.00 D06 -203 524.33 TOTAL: 1,787.43 TRANSACTION LIST: Type Method Description Payment Check 7129 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206431 -3665 SET RECEIPT Copy Reprinted on 05 -31 -2006 at 15:20:46 05/31/2006 Payment Date: 05/31/2006 User ID: 1165 Total Payment:1,787.43 SET NAME: SEISMIC RETROFIT TOTAL: Amount 1,787.43 1,787.43 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000/345.830 1,787.43 TOTAL: 1,787.43 5976 06/01 9716 TOTAL 1787.43 Steven M. Mullet, Mayor Steve Lancaster, Director Project: ,. 2 /?ZA,d) drSi Type ofIns ection: r, r11 4 / Address: / I O 5 471/rIa4( / LL/ Date Called: Special Instructions: Date Wanted: / 2 - / - o i� ,, am.. (� = Requester: Phone No: INSPE NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 #0 Approved per applicable codes. Corrections required prior to approval. INSPECTION RECORD Retain a copy with permit COMMENTS: ctor: Date: 2 - e1e $58.00 REINSPE ON FEE RE/ • RED. Prior to inspection, fee must be paid at 6300 Sout center Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: Project: ?/A4,3/V7) ,,/)AS i. Type of Inspection: • A e9 /!i /et/ 6 Address: /. ///] 'S 4Air/rv'v ik 4 , Date Called: Special Instructions: Date Wanted: c r y.: Requester: Phone No: 4 2 0 ?S/ -of 3 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 0 /711 is 1 / /d' /��o✓/s r•J .0 s /• j /_ / AM.A -...." 014_ INSPECTION RECORD 7 Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION Do4 -zo PERMIT 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206, D $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: Project: 21P U 131- Type of I ec n: ^ `, Address: \ ►O AaDduet Vt tA.i Date Called: Special Instructions: Q t Al ZG Wad: // a- I I — 00 It Cr p.m. Requester: Phone No: Z p_ZS( -656-4 INSP CfION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 Approved per applicable codes. Corrections required prior to approval. COMMENTS: s1- (°tsNiar4 a N j(4 ? Natty\ IDate: 1 i 0 S 58 00 REINSPECTION FEE REQUIRED. 'or to inspection, fee must be Fa'• at 6300 Southcenter Blvd., Suite 00. Call to sechedule reinspection. (Receipt No.: Date: Project: / ttf (vino '0 o s! . C a Jilt et— Type of Inspection: ilYet AP* 1- Address. ti OS A &L LL el( W Suite #: Contact Person: C-Aitt s 110 j eNCt A Special Instructions: Phone No.: Monitor: 11 C>r Needs Shift Inspection: A Sprinklers: 9' Fire Alarm: /,./ Hood & Duct: ,tt/ Monitor: 11 C>r Pre -Fire: Permits: Occupancy Type: 51 INSPECTION NUMBER r7 1 . ..Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Word /Inspection Record Form.Doc 1/13/06 ho (7 - a-o 3 PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Corrections required prior to approval. COMMENTS: A 0-c f- icA4 L e_e• Inspector: 5 7 L./ it Date: ), jgi Hrs.: . S IQ /i) n $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 MAYES TESTING ENGINEERS, INC. MTE NO: T6135 PROJECT: UPLAND DISTRIBUTION CENTER SEISMIC UPGRADE Address: 1105 Andover Park W. Tukwila, WA PERMIT NO: D06 -203 Page 15 Owner: J.S. Dyer & Associates Architect: -- Engineer: — Contractor: Saunders Construction Date: 9 -27-06 Weather: Inside Inspection: Epoxy Samples: N/A MTE inspector arrived on site to monitor the installation of epoxy anchors per details 2 and 5/S3. Building 294, grids A and F by 15 to 18 and A to F by 18. Simpson Epoxy Tie Set 22 was installed per manufacturers instructions. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Jeffrey Dyer, J.S. Dyer & Associates Sungbae Moon, Saunders Construction JoAnn Bahian, AMB Property Corp Building Official, City of Tukwila Reviewed by: RECEIVED Everett Office Suite - 1h Street SW OCT' 1 2006 Suite A -1 Everett, WA 98204 COMMUNITY ph 425.742.9360 DEVELOPMENT fax 425.745.1737 INSPECTOR: Mat Taylor Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Dennis Sanborn, Branch Manager RECEIVED MAYES TESTING ENGINEERS, INC. SEP 2 6 2006 COMMUNITY DEVELOPMENT MTE NO: T6135 PROJECT: UPLAND DISTRIBUTION CENTER SEISMIC UPGRADE Address: 1105 Andover Park W. Tukwila, WA PERMIT NO: 006 -203 Page 13 Owner. J.S. Dyer & Associates Architect: Engineer: Contractor: Saunders Construction Date: 9 -14-06 Weather: Inside Inspection: Epoxy Samples: N/A MTE inspector arrived on site to observe the installation of threaded rods using Simpson Set 22 Epoxy per details on 2A/S3 and 3/S3 at building #294, unit #1115. Holes were drilled to 3' 'A" depth and %" or 7/8" diameter for 5/8" or %" anchor rods per schedule on S3. Epoxy lot #14940011 with expiration date 02/08. Two anchors placed at each purlin on lines A and F between 11 and 15 line. The %" anchors were placed at 11/A, 11/F and 11.5/A. All other locations used 5/8 "diameter threaded rods. All locations were brushed and blown clean prior to injecting epoxy. No deficiencies noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Jeffrey Dyer, J.S. Dyer & Associates Sungbae Moon, Saunders Construction JoAnn Bahian, AMB Property Corp Building Official, City of Tukwila INSPECTOR: Bob Gardner Reviewed by Everett Office 917 -134th Street SW Sule A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503 281 7579 is Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. Page 12 MTE NO: T6135 PROJECT: UPLAND DISTRIBUTION Address: 1105 Andover Park W. Tukwila, WA PERMIT NO: D06 -203 Owner. J.S. Dyer & Associates Architect: Engineer. Contractor: Saunders Construction Date: 9 -9-06 Weather. Clear Inspection: Epoxy Samples: N/A REt ENEID SEF 2 6 2006, DAM° A AM' CENTER SEISMIC UPGRAE Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.5843720 fax 253 584 3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived onsite and inspected the installation of epoxy anchors at building #293 line A/6 -7. The HD -2A's were attached to purlins. The threaded rods were embedded in concrete 3 W minimum. The area was clean and dry. The rods were fully grouted with Simpson Set Epoxy, lot #14940011, and expiration date 02/08 with a total of 7 sets installed. Epoxy anchors installed at building #294, line G/1 -2 & 6 -7. A total of 12 sets of rods and HD- 2A's placed. Sets of rods and HD -2A's installed at line 1/D & E. Sub purlin anchorage installed at line 1/D.3, D.6, E.3 and E.6. The full assembly as detailed on 5/S3 was installed anchored with Simpson Set Epoxy at concrete wall. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Jeffrey Dyer, J.S. Dyer & Associates Sungbae Moon, Saunders Construction JoAnn Bahian, AMB Property Corp Building Official, City of Tukwila Reviewed by: INSPECTOR: Jeff Van Blaricom is Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. RECEIVED ELOPb MTE NO: T6135 DEV PROJECT: UPLAND DISTRIBUTION CENTER SEISMIC UPGRADE Address: 1105 Andover Park W. Tukwila, WA PERMIT NO: D06 -203 Page 11 Owner: J.S. Dyer & Associates Architect: Engineer: Contractor: Saunders Construction Date: 9 -6-06 Weather: Sunny Inspection: Epoxy Samples: N/A MTE inspector arrived on site to monitor the installation of 100+ epoxy all thread anchors for seismic connectors per detail 2/S3, in building #425 grids A to G by 4 to 8, G3 and G12. Simpson Set 22 Epoxy (expiration date 02/08) was installed per manufacturers written instructions. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Jeffrey Dyer, J.S. Dyer & Associates Sungbae Moon, Saunders Construction JoAnn Bahian, AMB Property Corp Building Official, City of Tukwila Reviewed by: SEP 21 20091 INSPECTOR: Mat Taylor Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6135 PROJECT: UPLAND DISTRIBUTION CENTER SEISMIC UPGRADE Address: 1105 Andover Park W. Tukwila, WA PERMIT NO: D06 -203 Page 10 RECEIVED Owner: J.S. Dyer & Associates S 1 4 COs Architect: COMMUNITY DEVELOPMENT Engineer. Contractor: Saunders Construction Date: 9 -2-06 Weather: Clear Inspection: Epoxy Samples: N/A cc: Jeffrey Dyer, J.S. Dyer & Associates Sungbae Moon, Saunders Construction JoAnn Bahian, AMB Property Corp Building Official, City of Tukwila Everett Office 917-134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 tax 425.745.1737 Tacoma Office 10029 S.Tacorna Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 tax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site and inspected the installation of 5/8" diameter threaded rods at Purlin Anchorage. The rods were embedded 3' 'A" in wall panel. The area was clean and dry. The holes were blown and brushed. A total of 72 rods installed at A & Wine 3 -6. The rods were fully grouted with Simpson Set Adhesive Lot #20749011 with expiration date of 02/08. Simpson HD -2A was installed at locations per details 2/S3. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Jeff Van Blaricom Reviewed by: nnis Sanborn, Branch Manager RECEIVED MAYES TESTING ENGINEERS, INC. SEP 14 2006 Emma Office 917 -134th skeet SW �-,,.. _ ...�._..- .u.....W..w ...__ " .: Suite A -1 bE OMMUN Everett, WA 99204 E) nn..__ T ph 425.742.9360 MTE NO: T6135 '� �1jy N 425.745.1737 PROJECT: UPLAND DISTRIBUTION CENTER SEISMIC UPGRADE Tacoma Office 10029 S. Tacoma Way Address: 1105 Andover Park W. Suite E -2 Tukwila, WA Tacoma, WA 98499 ph 253.584.3720 PERMIT NO: D06 -203 fax 253.584.3707 Portland office Page 9 7911 NE 33rd Drive Suns 190 Dyer & Associates ph 5 03 . o.7 Owner: J.S. D 15 y ph 503.29,.75,5 Architect: --- fax 503.281.7579 Engineer: Contractor: Saunders Construction Date: 9 -1-06 Weather. Inside Inspection: Epoxy Samples: N/A MTE inspector arrived on site as requested to observe installation of epoxy dowels in building 425 for seismic upgrade 166 epoxy all thread roads at location 1-4 lines A to G and 8 -12/A to G. Two rafters in 1-4 and J rafters in 8 -12 left undone over offices, 15 hold downs on 12 line, 15 holdowns on line 1 line 8 beam brackets 1 line, 8 beam brackets 12 line. All holes drilled to 3'/ " embedment and cleaned per manufacturers specifications. No discrepancies noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Jeffrey Dyer, J.S. Dyer & Associates Sungbae Moon, Saunders Construction JoAnn Bahian, AMB Property Corp Building Official, City of Tukwila INSPECTOR: Barry Tuttle Reviewed by: is Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. RECEIVED SEP 14 2006 MTE NO: T6135 COMMUNITY PROJECT: UPLAND DISTRIBUTION CENTER SEISMIRNIME Address: 1105 Andover Park W. Tukwila, WA PERMIT NO: D06 -203 Page 8 Owner. J.S. Dyer & Associates Architect: Engineer: Contractor: Saunders Construction Date: 8 -30-06 Weather: Inside Inspection: Epoxy Samples: N/A MTE inspector arrived on site as requested this day for special inspection of structural epoxy. Building *47R Per details 1/S3, 2A/S3 and 3/S3'44" all thread anchors were placed into existing concrete wall panels at the roof level for attachment to wood beams at grids (G, 8.6 and 8.8 and 9.0 and 9.2 and 9.4 and 9.6 and 9.8 and bracket per 3/S.3 at 10.3). MTE verified hole dimensions (7/8" X 3 1 /2 ") and cleanliness prior to epoxy placement. Contractor used Simpson SET epoxy with an expiration of 02/08. No exceptions were noted. Today's inspection confirms completion of preliminary items listed on MTE report by Carl Harrington dated 08/21/06 for: 1) Porteous fastener provided a letter dated 08/23/06 confirming that the all- thread anchors supplied were ASTM A307, Grade A. This letter also included specifications on all the other materials provided by them. (Washers, screws, nuts, etc.) 2) Correct bracket was installed at 10.3, G per 3/S3. No other deficiencies were noted. CORRECTIVE ACTIONS TAKEN: Preliminary issues resolved: 1) grade of materials confirmed. 2) Correct bracket at G, 10.3 installed. cc: Jeffrey Dyer, J.S. Dyer & Associates Sungbae Moon, Saunders Construction JoAnn Bahian, AMB Property Corp Building Official, City of Tukwila Reviewed 7th INSPECTOR: Jaimie Gordon Everett Office 917 -134th Street SW Suite A - 1 Everett WA 98204 ph 425.742.9360 tax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. is Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. September 6, 2006 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188 -8188 Attn.: Building Official Re: Upland Distribution Center Seismic Upgrade 1105 Andover Park W Tukwila, WA MTE Project No. T6135 Gentlemen, This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: Epoxy Grouted Anchors To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. We trust that this provides you with the information which you require. Should you have any questions give us a call. Sincerely, MAYES TESTING ENGINEERS INC. Michael S. Dolder, P.E. Vice President cc: JoAnn Bahian — AMB Property Corp. Jeffrey Dyer — J.S. Dyer and Associates Sungbae Moon — Saunders Construction, Inc. RECEIVED SEP 1 1 2006 DEVELOPMENT Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Re ceive() MAYES TESTING ENGINEERS, INC. 411 8 20ne o coMm 1 "wT MTE NO: T6135 PROJECT: UPLAND DISTRIBUTION CENTER SEISMIC UPGRADE Address: 1105 Andover Park W. Tukwila, WA PERMIT NO: D06 -203 Page 7 Owner: J.S. Dyer & Associates Architect: Engineer, — Contractor: Saunders Construction Date: 8 -21-06 Weather. Sunny Inspection: Epoxy Samples: N/A PRELIMINARY: Could not confirm if zinc all thread being used meets ASTM 307 or A36. Incorrect bracket at 10. /G needs to be changed before epoxy application. cc: Jeffrey Dyer, J.S. Dyer & Associates Sungbae Moon, Saunders Construction JoAnn Bahian, AMS Property Corp Building Official, City of Tukwila Reviewed by: INSPECTOR: Carl Harrington Everett Office 917-134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253 584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived onsite and performed continuous epoxy inspection for the installation of approximately 167 all thread anchors. Epoxy used was Simpson Set with an expiration date of 02/08. Holes were drilled with a roto- hammer, and then cleaned with a nylon brush and compressed air. Anchors used are zinc all- thread. General notes specify ASTM A -307 or A36 threaded rod, page 51 of approved plans. MTE could not confirm if the all thread being used met these specifications. Anchors were installed at the top of the perimeter walls of building 426, along grid lines 1 and 12, and A and G. Anchors were not installed at the following locations yet: Purlins on G line at approximately 8.6, 8.8, 9.0, 9.2, 9.4, 9.6 and 9.8. Also, at approximately 10.3/G the wrong brackets were prepared but not yet installed. The contractor will correct before installation. Should be bracket type specified on 3/S3. Other brackets installed per plan details 2/S3, 3/S3, and 5/S3. Anchors embedded 3 /" per detail 1/S3, 2/S3 anchors were Simpson HD -2A alternate for 2/S3 brackets anchors were 5/8° installed in 3/6' holes. For 3/S3 and 5/S3 anchors were 3 /4° installed in 7/8" holes. Adhesive was applied per manufacturers specifications confirmed cleanliness of anchor and hole. orn, Branch Manager MAYES TESTING ENGINEERS, INC. RECEIVED Everett t SW w- 7 -:::r : -. -, AUG 2 4 1006 En wAto4 C OMMUNITY fa 325 745. MTE NO: T6135 DEV ELOPMENT PROJECT: UPLAND DISTRIBUTION CENTER SEISMIC UPGRADE Tacoma Office 10029 Tacoma Way Address: 1105 Andover Park W. suite E -2 Tukwila, WA lane, WA 98499 PERMIT NO: D06 -203 ph 253.584.3720 fax 253.584.3707 Portland Office Page 6 7911 NE 33rd Drive Suite 190 Portland, OR 97211 Owner: J.S. Dyer & Associates ph 503.281.7515 Architect: fex 5032817579 Engineer: Contractor: Saunders Construction Date: 8 -17 -06 Weather: Overcast Inspection: Epoxy Samples: N/A MTE inspector arrived on site to monitor the installation of epoxy all thread anchors for seismic upgrade. 5/8" and 'A" diameter were installed into the correct size by 3 W deep holes, that were wire brushed and blown out. Anchors installed in building 293, grids A to D by 1, A by 1 to 3, and G by 2 to 3. Simpson Set 22 Epoxy Tie was installed per manufacturers written instruction. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: Jeffrey Dyer, J.S. Dyer & Associates Sungbae Moon. Saunders Construction JoAnn Bahian, AMB Property Corp Building Official. City of Tukwila Reviewed by: INSPECTOR: Mat Taylor s Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6135 PROJECT: UPLAND DISTRIBUTION CENTER SEISMIC UPGRADE Address: 1105 Andover Park W. Tukwila, WA PERMIT NO: D06 -203 Page 5 Owner: J.S. Dyer & Associates Architect: Engineer: Contractor: Saunders Construction Date: 8 -3 -06 Weather: Inside Inspection: Epoxy Samples: N/A cc J.S. Dyer 8 Associates Saunders Construction Building Official, City of Tukwila REC RECEIVED AUG i ll 2006 D MopmENT INSPECTOR: Jaimie Gordon Everett Office 917 -134th Street SW Sulte A-1 Everett WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site as requested this day for special inspection of structural epoxy. Building # ?93 Per details 1/S3, 2A/S3 and 3/S3 %" all thread anchors were placed into existing concrete wall panels at the roof level for attachment to wood beams at grids (A, 6 -9 and G, 7 -9). MTE verified hole dimensions ( %" X 3'/ ") and cleanliness prior to epoxy placement. Contractor used Simpson SET epoxy with and expiration of 02/08. No exceptions were noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. Reviewed by: ennis Sanborn,9nch Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6135 PROJECT: UPLAND DISTRIBUTION CENTER SEISMIC UPGRADE Address' 1105 Andover Park W. Tukwila, WA PERMIT NO: D06 -203 RetelveD Page 4G 11 1006 Owner J.S. Dyer & Associates b a o p Architect: Engineer: Contractor: Saunders Construction Date: 8 -2 -06 Weather: Cloudy Inspection: Epoxy Samples: N/A Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived onsite at building 294 for epoxy inspection. Inspected placement of epoxied threaded rod anchors (5/8 ") with Simpson Strong Tie Set 22 (expires 02/08). Per details 1 and 2/S3, all thread anchors were placed in the concrete wall panels, at the roof level for attachment of beams and purlins on grid lines 9 to 7 east and west walls. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: J.S. Dyer & Associates Saunders Construction Building Official, City of Tukwila INSPECTORS: Jim R. Kay Barry Tuttle Reviewed by: ( Dennis Sanborn, i3i Manager MAYES TESTING ENGINEERS, INC. MTE NO: T6135 PROJECT: UPLAND DISTRIBUTION CENTER SEISMIC UPGRADE Address: 1105 Andover Park W. Tukwila, WA PERMIT NO: D06 -203 Page 1 Owner: J.S. Dyer & Associates Architect: Engineer. — Contractor: Saunders Construction Date: 7 -17 -06 Weather: Inside Inspection: Epoxy Samples: N/A MTE inspector arrived on site as requested this day for special inspection of structural epoxy. Chris (site foreman for Saunders Construction) provided approved plans and permit for review and was able to explain all required procedures for epoxy prior to inspection. Per details 1/S3, 2A/S3 and 5/S3,'/," all thread anchors were placed into existing concrete wall panels at the roof level for attachment to wood beams and purlins at grids (A &F, 1-4) and (1, A- F). MTE verified hole dimensions (7/8" X 3 ") and cleanliness prior to epoxy placement. Contractor used Simpson SET epoxy with and expiration of 02/08. No exceptions were noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: J.S. Dyer 8 Associates Saunders Construction Building Official, City of Tukwila Reviewed by: RECEIVED AUG 01 1006' COMMUNITY DEVELOPMENT INSPECTOR: Jaimie Gordon Everett Office 917 -13401 Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503281.7579 Sanborn, Branch Manager RECEIVE MAYES TESTING ENGINEERS, INC. " !UU28 P005 ,.; _,....- M ...... ... O OMM Uivny L NT MTE NO: PROJECT: Address: PERMIT NO: Page 2 T6135 UPLAND DISTRIBUTION CENTER SEISMIC UPGRADE 1105 Andover Park W. J.S. Dyer & Associates Owner: Architect: Engineer: Contractor: Saunders Construction Date: 7 -21-06 Weather: Inside Inspection: Epoxy Samples: N/A Everett Office 917-134th Street SW Suite 41 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 tax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MTE inspector arrived on site as requested this day for special inspection of structural epoxy. Sungbe Moon (Saunders project manager) provided approved plans and permit for review and was able explain all required procedures for epoxy prior to inspection. Per details 1/S3, 2A/S3 %" all thread anchors were placed into existing concrete wall panels at the roof level for attachment to wood beams at grids (4 -6, A &F). MTE verified hole dimensions (7/8" X 3'/ ") and cleanliness prior to epoxy placement. Contractor used Simpson SET epoxy with and expiration of 02/08. No exceptions were noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. cc: J.S. Dyer & Associates Saunders Construction INSPECTOR: Jaimie Gordon Reviewed by: is Sanborn, Branch Manager Permit No, Voluntary Seimic Retrofit FILE copy , For Plan r .. . 1- Upland Distribution Center Building 294 1105 Andover Park West' Tukwila, Washington 98188 REVIEWED FOR CODE COMPLIANCE erfr+r+ arm JUN 1 6 2006 City Of Tukwila BUTLDTN( nT11TSTON RECEIVED CITY OFTUKWIIA MAY 31 2006 PERMIT CENTER J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Voluntary Seismic Retrofit for Upland Distribution Center Building 294 1105 Andover Park West Tukwila, Washington 98188 May4, 2006 JSD # 2006.111.00 phase 06 Prepared for AMB Property Corporation San Francisco, California JOB NAME: Upland Distribution Center Building 294 JOB NO: 2006.111.00 SHEET NO: 1 ENGINEER: LW DATE: Apr -06 ANALYSIS: Voluntary Seismic Retrofit Building 294 1105 Andover Park West Tukwila, Washington 98188 IBC Sec. 1615 Site Ground Motion ZOO. Fein. Th06 3006 Nevt.41 'Gal lc Latitude Longitude = Soil Profile Type (Class) _ Mapped Spectral Acceleration = Ss = Mapped Spectral Acceleration = S = Adjusted Mapped Spectral Acceleration = SMS = Adjusted Mapped Spectral Acceleration = SMt = Design Spectral Acceleration, SDS = 2S / 3 = 0.886 g Design Spectral Acceleration, SDI = 25 / 3= 0.469 g IBC Sec. 1616 Criteria Selection 2006.111.00 Upland Bldg 294- retroMISIte Seismic Use Group = Seismic Design Category = Importance Factor = I = I = 2 1.00 Sec. 1616.2 Tables 1616.3(1) and (2) Table 1604.5 JOB NAME: Upland Distribution Center Building 294 JOB NO: 2006.111.00 SHEET NO: 2 ENGINEER: LW DATE: Apr-06 ANALYSIS: Voluntary Seismic Retrofit J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Roofing: 1/2" Plywood Sheathing: Purlins: 4" x 16"(11.0 #/ft) @ 8' oc: Girders: 6.75" x 31.5" GLB (51.7 #/ft) @ 24' oc Mechanical / Electrical Sprinklers: Suspended Ceiling System: Miscellaneous: TOTAL: 2006.111.00 Upland Bldg 294-retrofit \ Roof 3 IBC Sec. 1607.11.2 Minimum Roof Live Load For Flat Roofs Roof Weight 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). Purlins Girders psf psf psf psf psf psf psf psf psf Tributary Area (A.) Live Load 0 to 200 11 12 200 to 600 ft 1.2 - 0.001/4 over 600 ft 20 59.063 JOB NAME: Upland Distribution Center Building 294 JOB NO: 2006.111.00 SHEET NO: • ENGINEER: LW DATE: Apr -06 ANALYSIS: Voluntary Seismic Retrofit Tributary Wall Weight Allowable Stress Desi • Basis 2008.111.00 Upland Bldg 294 - retrofit \Walls 1 and 18 4 J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Wall Anchorage - Longitudinal Perimeter Walls (Walls 1 and 18) 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 Top -Of -Wall Elevation =h„ 4 ft Average Diaphragm Elevation = h = 4, ft Bottom -Of -Wall Elevation = h = ft Wall Thickness = T = ; ,5 ` inch Wall Unit Weight = W = " $ 45, .; pcf Tributary Wall Height = H = 13.208 ft Tributary Wall Weight = W = 1037 II/ft IBC Sec. 1620.3.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis) Importance Factor = I = 1.00 Design Spectral Acceleration = Sp = 0.886 F = 280 F 0.10W 104 F = 0.8S = 735 F = 735 Anchor Spacing = s = EASD = Fp/ 1.4= F = sEnsD = F =1.4F = 525 4333 6066 #/ft #/ft #/ft #/ft H = (b - h + 0.5(h +h W TWH / linked from Site linked from Site Sec. 1604.8.2 Sec. 1620.2.7 Eq. 16 -62 largest [FFp1, F p2. F A ft #/ft pounds pounds for non -steel elements for steel elements JOB NAME: Upland Distribution Center Building 294 JOB NO: 2006.111.00 SHEET NO: I-1 ENGINEER: LW DATE: Apr -06 ANALYSIS• Voluntary Seismic Retrofit 2008.111.00 Upland Bldg 294- retrofit \Walls 1 and 18 5 J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Wall Anchorage - Longitudinal Perimeter Walls (Walls 1 and 18) inches inches inches pounds 2 pounds 2167 pounds 5071 pounds 22503 pounds 0.85 OK 0.27 OK inches pounds 0.3068 in 1627 pounds 2167 pounds 5550 pounds 8034 pounds 0.78 OK 0.76 OK ICBO ER -5302, Table 2 ICBO ER -5302, Table 2 V, = 2(0.33F„)Arod JOB NAME: Upland Distribution Center Building 294 JOB NO: 2006.111.00 SHEET NO: 5 ENGINEER: LW DATE: Apr -06 ANALYSIS: Voluntary Seismic Retrofit Anchorage Design of Threaded Rods in Concrete Using HILT! HIT HY -150 Adhesive System Based on ICBO ER -5193 Anchor Rod Data Anchorage Purpose, b'ktp 3ongl .6410 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, 2006.111.00 Upland Bldg 294- retrofitll-lilti 1 J.S. DYER &ASSOCIATES INC. STRUCTURAL ENGINEERS d = 3/4 In P s = Vs = Tc = Ts = Vc = V s = 5.887 ASTM A36 in in Ibs Ibs f'c =MS psi 4,932 Ibs 8,455 Ibs 5,522 Ibs 4,355 Ibs Edge Distance & Spacing for Full Capacity from Table 6 8.500 in 6.500 in Reduction Factors from Table 4 Min Anchor Spacing Distance Factor, 0.250 Min Anchor Spacing Distance, 2.125 in Min Anchor Edge Distance Factor, 0.330 Min Anchor Edge Distance, 2.145 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, 0.882 1.000 0.882 0.882 1.000 0.882 0.882 1.000 0.882 5,801 Ibs 6,494 Ibs 6,494 Ibs Pts = Ts • Inc = 11,271 Ibs Vts = Vs • Inc = 5,805 Ibs Concrete Tension + Shear Toward Edge Interaction, Uct = (Ps / Ptc) + (Vs / Vtc) = 0.373 OK Concrete Tension + Shear Not Toward Edge Interaction, Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.373 OK Rod Steel Tension + Shear Interaction, Us = (Ps / Pts) + (Vs / Vts) = 0.037 OK Concrete Thickness, Ut = t / e = 1.529 OK JOB NAME: Upland Distribution Center Building 294 JOB NO: 2006.111.00 SHEET NO: (, ENGINEER: LW DATE: Apr -06 ANALYSIS: Voluntary Seismic Retrofit Tributary Wall Weight Wall Anchorage - Transverse Perimeter Walls (Walls A and F) 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 Top -Of -Wall Elevation = h„ = Average Diaphragm Elevation = h = Bottom -Of -Wall Elevation = N = Wall Thickness = T = Wall Unit Weight = W = Tributary Wall Height = H = Tributary Wall Weight = W = J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS ft ft inch pcf 13.208 ft 1037 #/ft IBC Sec. 16203.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis) Allowable Stress Desi • n Basis Importance Factor = I = 1.00 Design Spectral Acceleration = SDS = 0.886 F = 280 #/ft F = 0.10W = 104 #/ft F = 0.8S = 735 #/ft F = 735 #/ft Anchor Spacing = s = EAso Fp / F = sE,. F, =1.4F 2006.111.00 Upland Bldg 294- retroffi1Walls A and F 7 525 ft #/ft pounds pounds 11 =(hwp - hp) +0.5(h„ +hn«) 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 J.S. DYER ASSOCIATES INC. r JOB NAME: Upland Distribution Center JOB NO: 2006.111.00 i SHEET NO: 4- Building 294 ENGINEER: LW (DATE: Apr -06 ANALYSIS: Voluntary Seismic Retrofit w Wall Anchorage Transverse Perimeter Walls (Walls A and F) Continuity Tie At Wall Zone 4 Hardware ar (2) CT/72 Paired Units Model 'y2 Number Of Bolts 2 Bolt Diameter= S3t$ inches as Rod Diameter 518 Number of Paired Assemblies N 1. Wood Member Thickness 3� k/2 11 inches ar Wood Capacity Each Pair V °5 )1=', pounds Steel Capacity Each Pair V, 22j pounds Fred F 2N 2101 pounds be Total Wood Capacity NV F ivl�t 5071 pounds Total Steel Capacity NV, F l (wl• 22503 pounds r Wood Capacity Unity Check F Fw..d (wj w) 0.83 OK Steel Capacity Unity Check F tal F. l (.0 w 0.26 OK W [a au 1r+ SO to W GO ft Continuity Tie At Wall Simpson Hardware (2) Paired Units Model =Ai Rod Strength F. psi Rod Diameter d inches Number Of Bolts Bolt Diameter inches Number of Paired Assemblies N Wood Member Thickness= inches Wood Capacity Each Pair V 50=s pounds Rod Area A,. 0.3068 i Steel Capacity Each Pair V, 8034 pounds F, F 2N 2101 pounds Total Wood Capacity NV. Fwo d .u•w) 5550 pounds Total Steel Capacity NV. F,�l is 8034 pounds Wood Capacity Unity Check F F i,�l 0.76 OK Steel Capacity Unity Check F F l wl•w) 0.73 OK V, 2(0.33F.)A 2006.111.00 Upland Bldg 294retrofit \Walls A and F 8 r ICBO ER -5302, Table 2 ICBO ER -5302, Table 2 J.S. DYER &ASSOCUTESINC. JOB NAME: Upland Distribution Center JOB NO: 2006.111.00 (SHEET NO: WIN Building 294 ENGINEER: LW DATE: Apr-06 ANALYSIS: Voluntary Seismic Retrofit Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY-150 Adhesive System Based on ICBO ER5193 Anchor Rod Data Reduction Factors from Table 4 Anchorage Purpose, Min Anchor Spacing Distance Factor, 0.250 Min Anchor Spacing Distance, 2.125 in Min Anchor Edge Distance Factor, 0.330 sr Threaded Rod Diameter, d 3/4 in Min Anchor Edge Distance, 2.145 in Embedment Depth, a In Tension Capacity Reduction Factors Concrete Thickness, t Based on Anchor Spacing, fn 0.700 Based on Anchor Edge Distance, fn 0.600 Embedment to Diameter Ratio, 5.667 Shear Capacity Toward Fdae Reduction Factors Based on Anchor Spacing, IV= 0.700 yy Applied Service Tension Load, PS I bs Based on Anchor Edge Distance, iv 0.200 Applied Service Shear Load, Vs lbs Shear Canacitv Not Toward FdaA Reduction Factors Based on Anchor Spacing, tv 0.700 Concrete Compressive Strength, f c=nmpsi Based on Anchor Edge Distance, tv 0.600 Rod Material, ASTIVI A36 Calculated Reductions for Concrete Capacity yy Min Anchor Spacing, s=MqWin Tension Capacity Reduction Based on Spacing, Rtl 0.882 Min Shear Toward Edge Distance, c =24zp in Based on Edge Distance, Rt2 1.000 Min Shear Not Toward Edge Distance, c in Reduction, Rt Rill Rt2 0.882 as Shaer Toward Edae CaDacltv Reduction Load Factors Based on Spacing, Ref 0.882 Based on Edge Distance, Reg 1.000 60 Increase for Short-Term Loading, Inc Reduction, Re Rat Re2 0.882 Shear Not Toward Fdae Capacity Reduction Allowable Tension Loads from Table 6 Based on Spacing, Rot 0.882 Based on Edge Distance, Rn2 1.000 Tension Capacity of Concrete, Tc 4,932 lbs Reduction, Rn Rnl Rn2 0.882 Tension Capacity of Rod Steel, Ts 8,455 lbs Adjusted Allowable Loads Allowable Shear Loads from Table 7 Concrete Allowahlas Shear Capacity of Concrete. Vc 5,522 lbs Tension, Pic Tc Inc Rt 5,801 lbs Shear Capacity of Rod Steel, Vs 4,356 lbs V Toward Edge, Vtc Vc Inc Re 6,494 lbs err V Not Toward Edge, Vnc= Vc' Inc' Rn= 6,494 lbs Edge Distance Spacing for Full Capacity from Table 6 Rod Steel Allowables; Spacing Distance for Full Capacity, 8.500 In Tension, Pis =Ts* Inc= 11,271 lbs as Edge Distance for Full Capacity, 6.500 In Shear, Vts Vs' Inc 5,805 lbs Concrete Tension Shear Toward Edge Interaction, Uct (Ps Ptc) (Vs Vtc) 0.362 OK Concrete Tension Shear Not Toward Edge Interaction, Ucn (Ps Ptc) (Vs Vnc) 0.362 OK Rod Steel Tension Shear Interaction, so US (Ps pt$) (VS VtS) 0.035 OK Concrete Thickness, Ut t a 1.529 OK 2006.111.00 Upland Bldg 294-retrofit\Hilti 2 up JOB NAME: Upland Distribution Center Building 294 JOB NO: 2006.111.00 SHEET NO: q ENGINEER: LW DATE: Apr -06 ANALYSIS: Wall Anchorage to Flexible Diaphragm, Rods 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 Steel Anchor Road Design 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 = J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Wall Anchorage - Steel Anchor Rod IBC Sec. 1620.3.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis) Importance Factor = I = 1.00 Design Spectral Acceleration = S = 0.886 F Fp2 = 0.10W = Fp3 = 0.8SDSIEW = F = Anchor Spacing = s = EASD= Fp / F = sEAso F,u„ = 1.4F Anchor Road Material = Yield Strength, Fy = Ultimate Tensile Strength, Fu = Rod Diameter = Gross Area of Rod, Ag = Net Tensile Area of Road, An = Allowable Stress Increase = Rod Tension Capacity: Yield Stress, T = Rod Tension Capacity: Ultimate Tensile Stress, T = Wall Anchorage Demand, F, 1= Rod Tension Capcity, T = Steel Capacity Unity Check = Fu„, / Fowl (,howl = 2006.111.00 Upland Bldg 294- retrofltRods 10 :-£ ft :rft inch pcf 13.208 ft 1037 #/ft 280 104 735 735 #/ft #/ft #/ft #/ft USA ft 525 #/ft pounds pounds ASTM A36 36 ksi 58 ksi inches 0.442 in 0.334 in 1.33 12.692 k 12.900 k 6.066 k 12.692 k 0.48 OK H= (N - h„) +0.5(hp +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 Building 294 JOB NO: 2006.111.00 SHEET NO: I C7 - ENGINEER: LW DATE: Apr -06 ANALYSIS: Wall Anchorage to Flexible Diaphragm, Rods Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System Based on ICBO ER -5193 Anchor Rod Data Embedment Depth, Concrete Thickness, Embedment to Diameter Ratio, Applied Service Tension Load, Applied Service Shear Load, Concrete Compressive Strength, Rod Material, Min Anchor Spacing, Min Shear Toward Edge Distance, Min Shear Not Toward Edge Distance, Load Factors 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, Spacing Distance for Full Capacity, Edge Distance for Full Capacity, J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Increase for Short-Term Loading, Inc = d = 3/4 In Ps =h :` 33 Vs =, ::.:.:....... f'c= 5= C= Tc = Ts = V c = Vs = Edge Distance & Spacing for Full Capacity from Table 6 2006.111.00 Upland Bldg 294- retrofit\Hilti 3 5.667 a psi ASTM A36 4,932 Ibs 8,455 Ibs Concrete Allowables 5,522 Ibs Tension, Ptc = Tc • Inc • Rt = 5,801 Ibs 4,355 Ibs V Toward Edge, Vtc = Vc • Inc • Re = 6,494 Ibs V Not Toward Edge, Vnc = Vc • Inc • Rn = 6,494 Ibs 8.500 in Ibs Ibs 6.500 in Reduction Factors from Table 4 Min Anchor Spacing Distance Factor, 0.250 Min Anchor Spacing Distance, 2.125 in Min Anchor Edge Distance Factor, 0.330 Min Anchor Edge Distance, 2.145 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 pod Steel Allowables Tension, Shear, 0.882 1.000 0.882 0.882 1.000 0.882 0.882 1.000 0.882 Pts = Ts • Inc = 11,271 Ibs Vts = Vs " Inc = 5,805 Ibs Concrete Tension + Shear Toward Edge interaction, Uct = (Ps / Ptc) + (Vs / Vtc) = 0.747 OK Concrete Tension + Shear Not Toward Edge Interaction, Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.747 OK Rod Steel Tension + Shear Interaction, Us = (Ps / Pts) + (Vs / Vts) = 0.148 OK Concrete Thickness, Ut = t / e = 1.529 OK JOB NAME: Upland Distribution Center Building 294 JOB NO: 2006.111.00 SHEET NO: I ENGINEER: LW DATE: Apr -06 ANALYSIS: Diaphragm Analysis J.S. DYER & ASSOCIATES INC. ASCE 7 Sec. 93.5 Equivalent Lateral Force Procedure Basic Seismic Force - Resisting System Response Modification Coefficient = R = System Overstrength Factor = t2 = C = redundancy factor = p = T= C,(hn) / C,= SDS /(R/I)= Cs(maz) = SDI / T( _ Cs(minl) = 0.044S1351I = Cs(min- SDC E or n = 0 . 5 S1 / (RiI) = ;Tailo IBC Sec. 1620.4.3 Diaphragms Seismic Lateral Loads For Diaphragm Design 2006.111.00 Upland Bldg 294- retrofit1Diaphragm STRUCTURAL ENGINEERS Diaphragms 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 IBC Sec. 1617.4 requires that the Equivalent Lateral Force Procedure of ASCE 7 Soil Profile Type (Class) = D Mapped Spectral Acceleration = S = 0.457 Design Spectral Acceleration = S = 0.886 Importance Factor = I = 1.00 Average Diaphragm Elevation = h = 1'L4` ft Transverse Lon 'tudinal c,= F =C,W Fp(max) = 0.4S = Fp(min) = 0.2S = F = Fpp)= F /1.4= 0.23 0.222 0.950 0.039 0.000 0.039 0.222 I Transverse 0.222 0.354 0.177 0.222 0.158 Longitudinal 0.222 0.354 0.177 0.222 0.158 I Transverse Tributary Wall Weight = W,, = Roof Length = L = Roof Unit Weight = U = Roof Weight = LU = W ter 1374 Total Weight = 2W,, W Wp = 3448 Roof Seismic Load = F p(MD) W p = V ,,nr = 546 12 g g 0.23 seconds 0.222 0.950 0.039 0.000 0.039 0.222 wp Wp wp wp Wp Longitudinal #/ft ft psf 9561 #/ft 11635 #/ft 1841 #/ft -02, Sec. 9.5.5 be used. linked from Site linked from Site linked from Site linked from Site Table 9.5.2.2 Table 9.5.2.2, footnote g Table 9.5.5.3.2 code interpretation for diaphragms Eq. 9.5.5.3.2 -1 Eq. 9.5.5.2 -1.1 Eq. 9.5.5.2 -1.2 Eq. 9.5.5.2 -1.3 Eq. 9.5.5.2 -1.4 Cx(min) = larger [Cs(minlh Cox E or nj C s(min) < Cs < C s(max) Eq. 16 -63 Fp(min) < F < previously calculated previously calculated JOB NAME: Upland Distribution Center Building 294 JOB NO: 2006.111.00 SHEET NO: 12_. ENGINEER: LW DATE: Apr -06 ANALYSIS: Diaphragm Analysis 34418 3969 v.x = VWx /W DIAPHRAGM SHFARS Ms.x = V.00.L /8 .lidffi thTi MWx /W CHORD FORCES J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Vmur= L W = Vmu= V max = Mmax = T rim = vmof = L = W= Vm„ _ Vm.x = Mm.% _ = 2006.111.00 Upland Bldg 294- retrofitDlaphragm 13 22782 712 140966 4405 6552 305 39312 1828 #/ft Seismic Lateral Load ft Diaphragm Length ft Diaphragm Depth pounds Maximum Shear #/ft Maximum Shear ft-# Maximum Moment pounds 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 Building 294 JOB NO: 2006.111.00 SHEET NO: r2. ENGINEER: LW DATE: Apr-06 ANALYSIS• Diaphragm Continuity Ties This spreadsheet performs supporting calculations for continuity ties for the Voluntary Seismic Retrofit of a one -story Number Subdiaphragms = N = Edge Reaction = V = [i43$2 } pounds previously calculated F = NV = 16162 pounds strength level 2006.111.00 Upland Bldg 294-retrofit \Tie (NS) 14 J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Dead = D - 'k0 psf roof dead load Live L = 100 !psf roof live load Area A = ,1 42, ft area tributary to tie F = 0.05(D+L)A = 12149 pounds strength level previously calculated strength level F = 12149 pounds F = 14316 pounds F = 6075 pounds F = 25666 pounds F = 16162 pounds F = 25666 pounds largest [F F F F F F = F / 1.4 = 18333 pounds ASD Basis for non -steel elements Fps =1.4F = 25666 pounds for steel elements JOB NAME: Upland Distribution Center Building 294 JOB NO: 2006.111.00 SHEET NO: 14 ENGINEER: LW DATE: Apr -06 ANALYSIS• Diaphragm Continuity Ties Steel Capacity Each Pair = V, = F =F/ 2N = Total Wood Capacity = NV = Fwood (glow) = Total Steel Capacity = NV, = F,eg (glow) _ Wood Capacity Unity Check = F / F (,,l = Steel Capacity Unity Check = F, / F ated (gl = Continuity Tie At Wall - Zone 4 Hardware (2) CT/f2 Paired Units - Model = Number Of Bolts = Bolt Diameter = Rod Diameter = 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,„ = F ( = Total Steel Capacity = NV, = F (am) = Wood Capacity Unity Check = F / Fwood (glow) = Steel Capacity Unity Check = F, / F, (,st = Continuity Tie At Wall - Simpson Hardware 2006.111.00 Upland Bldg 294- retrofitTle (NS) 15 J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Continuity Ties - Longitudinal Direction (NS Forces) 9166 19551 39966 0.94 0.64 0.7854 27200 9166 22160 27200 0.83 0.94 inches inches inches pounds pounds pounds pounds pounds OK OK psi inches inches inches pounds in' pounds pounds pounds pounds OK OK ov 1410! •11.. IMIONBIGNet Mt MAIRIIMINI 11aoo.uewa• emeanrera11a • �wtiw11 . !IIIIIMEIS a Mitt •v :� Ywwee11areo ICBO ER -5302, Table 2 ICBO ER -5302, Table 2 V, = 2(0.33FJArod JOB NAME: Upland Distribution Center Buiding 294 JOB NO: 2006.111.00 SHEET NO: LS ENGINEER: LW DATE: Apr -06 ANALYSIS: Diaphragm Continuity Ties F = 0.05% = 873 pounds Eq. 16-59 Wall Anchorage Force = F = #/ft Tie Spacing = s = ft F = F = 24888 pounds Subdiaphragm Force Number Subdiaphragms = N = Edge Reaction = Vmuc = pounds previously calculated Fp3 =NVmu = 6612 pounds strength level F = F = Fp3 = F = Fps = F = F= F /1.4 F ace] =1.4F = 1746 pounds 2057 pounds 873 pounds 24888 pounds 6612 pounds 24888 pounds pounds pounds 17777 24888 ASD Basis roof dead load roof live load area tributary to tie strength level previously calculated strength level largest [F F F F F for non -steel elements for steel elements JOB NAME: Upland Distribution Center Buiding 294 JOB NO: 2006.111.00 SHEET NO: ENGINEER: LW DATE: Apr-06 ANALYSIS: Diaphragm Continuity Ties J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS Continuity Tie At Wall - Zone 4 Hardware (2) CT/T2 Paired Units - Model = Number Of Bolts = Bolt Diameter = Rod Diameter = Number of Paired Assemblies = N = Wood Member Thickness = Wood Capacity Each Pair = V = Steel Capacity Each Pair = V, = F rod = P1 2N = Total Wood Capacity = NV = F (atlow) = Total Steel Capacity = NV, = F Wood Capacity Unity Check = F / Fwood (snow) Steel Capacity Unity Check = F / F (a1 = Continuity Tie At Wall - Simpson Hardware (2) Paired Units - Model = Rod Strength = = Rod Diameter = d, = Number Of Bolts = Bolt Diameter = Number of Paired Assemblies = N = Wood Member Thickness = Wood Capacity Each Pair = V = Rod Area = A Steel Capacity Each Pair = V, = F = F / 2N = Total Wood Capacity = NV = F„, w = Total Steel Capacity = NV, = End mow) Wood Capacity Unity Check = F / F„ ( = Steel Capacity Unity Check = F / F eed (dm) = 2006.111.00 Upland Bldg 294-retrofitMe (EW) Continuity Ties - Transverse Direction (EW Forces) 17 w g:71 4 inches 1 inches inches pounds pounds 8889 pounds 23322 39966 0.76 0.62 pounds pounds OK OK inches inches pounds 0.7854 in 27200 pounds 8889 pounds 22160 pounds 27200 pounds 0.80 OK 0.92 OK ICBO ER-5302, Table 2 ICBO ER-5302, Table 2 V, = 2(0.33FuVirod ACTIVITY NUMBER: D06 -203 PROJECT NAME: BUILDING 294 SITE ADDRESS: 1105 ANDOVER PK W X Original Plan Submittal Response to Correction Letter # DATE: 05 -31 -06 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: �Or/ Billi L & ng Division Pu2 if,,Workk DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route E Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documentilrouling slip.doc 2 -2802 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP 5tl c, Fire Prevention Structural Incomplete ❑ Approved with Conditions DATE: DATE: i5m RIA to--1 Planning Division Permit Coordinator No further Review Required DUE DATE: 06-06-06 Not Applicable ❑ DUE DATE: 07-04-06 Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: License Information License SAUNDCI953ND Licensee Name SAUNDERS CONSTRUCTION INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602518261 Ind. Ins. Account Id PRESIDENT Business Type CORPORATION Address 1 1760 MONROVIA AVE UNIT A -1 Address 2 City COSTA MESA County OUT OF STATE State CA Zip 92627 Phone 9496460034 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 8/4/2005 Expiration Date 8/4/2007 Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date CASILLAS, PATRICIA AGENT 08/04/2005 SAUNDERS, STEVEN PRESIDENT 08/04/2005 HILL, SUSAN SECRETARY 08/04/2005 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date DEVELOPERS SURETY & Until https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= SAUNDCI953ND 07/06/2006 x x x x x x x x x x x x x x x x x x