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Permit D07-123 - SHAW INDUSTRIES - STORAGE RACKS
SHAW INDUSTRIES 17620 WEST VALLEY HY D07.123 Parcel No.: 2523049017 Address: 17620 WEST VALLEY HY TUKW Suite No: Cit;f Tukwila Tenant: Name: SHAW INDUSTRIES Address: 17620 WEST VALLEY HY , TUKWILA WA Owner: Name: BROMEL DAVID K Address: 3409 S LAURELHURST DR NE , SEATTLE WA 98105 Phone: Contact Person: Name: AMY EDWARDS Address: 161 ATLANTIC ST , POMONA CA 91768 Phone: 909 -869 -0989 Contractor: Name: STRAIGHT LINE INSTALLATNS INC Address: PO BOX 1084 , KENT WA 98035 Phone: 253 854 -4391 Contractor License No: STRAILI970PO DESCRIPTION OF WORK: INSTALLATION OF INTERIOR RACES doc: IBC-10 /06 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us DEVELOPMENT PERMIT * *continued on next page** Permit Number: D07 -123 Issue Date: 06/05/2007 Permit Expires On: 12/02 /2007 Expiration Date: 03/14/2009 Value of Construction: $0.00 Fees Collected: $990.64 Type of Fire Protection: International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 0011 007 -123 Printed: 06-05 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N City o Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Permit Number: D07 -123 Issue Date: 06/05/2007 Permit Expires On: 12/02/2007 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: Permit Center Authorized Signatur I hereby certify that I have read an governing this work will be complie doc: IBC-10/06 Print Name: i J ((r s N The granting of this permit does no resume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance o work. I am authorized to sign and obtain this development permit. Signatur e• Date: Date: L i t Oc C ed this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. This permit shall become mill 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. D07 -123 Printed: 06-05 -2007 Parcel No.: 2523049017 Address: Suite No: Tenant: SHAW INDUSTRIES 1: ** *FIRE DEPARTMENT CONDITIONS * ** doe: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 17620 WEST VALLEY HY TUKW PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D07 -123 ISSUED 04/04/2007 06/05/2007 2: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 3: In -rack sprinklers are required for these storage racks and shall meet the requirements of NFPA 13, 2007 Edition, Figure 17.2.1.2(f), ( Copy enclosed ). 4: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 5: 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) 6: Maintain fue alarm system audible /visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible /visual notification devices. (City Ordinance #2051) 7: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 8: The total number of fire extinguishers required for an extra hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (4A 40 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3-2.1) 9: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.8 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 10: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 11: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 12: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge D07 -123 Printed: 06-05 -2007 19: ** *BUILDING DEPARTMENT CONDITIONS * ** doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4-3, 4 -4) 13: Nominal 6" transverse flue spaces between loads and at rack uprights shall be maintained in single row, double row, and multiple row racks. Random variations in the width of flue spaces or in their vertical alignment shall be permitted. (NFPA 13- 12.3.1.13) 14: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one -hour fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 13) 15: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.2.1) 16: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 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. 20: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 21: 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. 22: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 23: 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. 24: 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. 25: 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. 26: 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 007 -123 Printed: 06-05 -2007 doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. * *continued on nest page ** D07 - 123 Printed: 06-05 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and 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 construction or the performance of work. Signature: � Print Name: J t S doc: Cond -10/06 D07 -123 Date: 1O 'S - ordinances governing or local laws regulating Printed: 06-05 -2007 CITY OF TUKW( Community Developillent Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.citukwila.wa.us Building Pent, 4o. P" ES Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No: office use onlq) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION LAO site Address:/V lle� / �, 4■, Tenant Name: i h n I.j finr� US11 Property Owners Name: ShQU) t/ IA eS Mailing Address: 17L0 Lo t, . Vet II-PA CONTACT PERSON - who do sve contact when your permit is ready to be issued ompany Name: inn Address: Qara o ®rApplicatonsonIimv- 2006- Pa,mtAppscseon.doc Revised: 9-2006 bh Sei Tin ' tl)n Contractor Registration Number: King Co Assessor's Tax No.: a42 ftI � D Suite Number: Floor: New Tenant: ❑ Yes 21,,No a eKtAxt f 4 ,01 Day Telephone. c, Wat gg) state z Name . r boot Mailing Address: _ Pd `,j oty State i E-Mail Address: C id wo eaS ' R -Tim If✓ 1 fl ( 0 /''1 Fax p Number: 0c7 g 0 - o U Q I GENERAL CONTRACTOR INFORMATION - ` f (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) State zro ciry Contact Person: Day Telephone: E-Mail Address: Fax Number: Expiration Date: 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: State ZiP ENGINEER OF RECORD - MI plans must be wet stamped by Engineer of Record a , / - A / 11 _ A O oi Company Name: Mailing Address: Contact Person: 1 a.144 _ J Day Telephone: E- Mail Address:0i 0 3 5PiIZ nn rn l CI l 1 �^,,, II Fax Number: P Mfig Page 1 of 6 a BUILDING PERMIT INFORMATION - 206- 431 -3670 Valuation of Project (contractor's bid price): $ b CP .� Scope of Work (ply ' . •vide detailed inf. I. : tion): i Existing Building Valuation: $ Will there be new rack storage? Yes QMpplicmons\FotmI-Applications On Line \3-2006 - rmmitApplimtiondoc Revised: 9-2006 bh 0.. 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 Uncovered Deck Interior Remodel Addition to Existing Structure 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 ( ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ ...... .Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If "yes', attach list of materials and storage locations on a separate 8 - 1 /2 "x II" paper including 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 . 4 PERMIT APPLICATION NOTES — Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing 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 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OTTER OR AUTO IZED AGENT. Signature: ( .0 Print Name: % ; Mailing Address.Illl«�C7, a ilji di I r City Date Application Accepted: min. Q:1Applic1ions\Fam s- Applications On line \3 -2006 - Permit Application.doc Revised: 9 -2006 bh Date: 1) Day Telephone: © :I ` v ` Date Application Expires: 7 Zip Page 6 of 6 COMMENTS: Type of Inspection: NJ Address: 114,70 to \f1.. ww Date Called: 1 \/ 2 4(zap Date Wanted: ■ \' Z'1/ Q 1 �,,�,� p.m. I L Ft2. ci - , P6 &J Pal — o Q- 1x- i D �6' i L 0t .s vN oe- S 11-i .k P c � -c 2 V 2 - 11 "-C Cal (.E Project: Type of Inspection: NJ Address: 114,70 to \f1.. ww Date Called: 1 \/ 2 4(zap Date Wanted: ■ \' Z'1/ Q 1 �,,�,� p.m. Special Instructions: Requester: Phone No: INSPECTION RECORD Retain a copy with permit p o1 - L 3 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION V-- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 36 0 El Approved per applicable codes. Corrections required prior to approval. ` '° Inspector: Z 1 E G ( — Date: t k Z f a" El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: , --ShA9e..ti Tivd2,s Type of Inspection: Address: /762 0 Gc),1.3101/iy,ik, Date Called: Special Instructions: s, D*Ste Wanted: 4 — 4 e' —7 • ' • • Requester: Phone No: -- ,../.2.5 , roved per applicable codes. INSPECTION RECORD Retain a copy with permit D07-12. INSPECT N NO. i‹-PERMIT NO. CITY OF TUKWILA BUILDING DIVISION V- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206 431- El Corrections required prior to approval. COMMENTS: IDate: REINSPE FEE EQUIRED. ior to inspection, fee must be id at 6300 hcenter Blv, , Suite 100. Call the schedule reinspection. 'Receipt No.: A Pro..t.: A 4 1 A-LTAalf.5 -I Type of lupection: T--- 12 4 I , 7 4 / it) 6, Address: Date Called: Special Instructions: Date Wanted: J7_ ---) 1 4 -0 7 (" Requester: Phone No: NSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION r— V-, 6300 Southcenter Blvd., #100, Tukwila, WA 98188 CO MENTS: I Date) 2, 1 REINSPECTION FEE REQUI ED. Pior to inspection, fee must be pj at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. I eipt No.: 'Date: Approved per applicable codes. El Corrections required prior to approval. Receipt No.: R07 -00501 Initials: JEM User ID: 1165 Payee: ENGINEERED PRODUCTS, LLC ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Parcel No.: 2523049017 Permit Number: D07 -123 Address: 17620 WEST VALLEY HY TUICW Status: PENDING Suite No: Applied Date: 04/04/2007 Applicant: SHAW INDUSTRIES Issue Date: TRANSACTION LIST: Type Method Description Amount Payment Check 5223 388.48 Account Code Current Pmts 000/345.830 388.48 Total: $388.48 Payment Amount: $388.48 Payment Date: 04/04/2007 11:12 AM Balance: $602.16 doc: Receiot -06 Printed: 04 -04 -2007 Receipt No.: R07 -01031 Initials: JEM User ID: 1165 Payee: ENGINEERED PRODUCTS, LLC ACCOUNT ITEM LIST: Description 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 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Parcel No.: 2523049017 Permit Number: D07 -123 Address: 17620 WEST VALLEY HY TUKW Status: APPROVED Suite No: Applied Date: 04/04/2007 Applicant: SHAW INDUSTRIES Issue Date: TRANSACTION LIST: Type Method Description Amount Payment Check 13967 602.16 Account Code Current Pmts 000/322.100 597.66 000/386.904 4.50 Total: $602.16 Payment Amount: $602.16 Payment Date: 06/05/2007 11:46 AM Balance: $0.00 8964 06/05 9710 TOTAL 602.16 doc: Receipt -06 Printed: 06 -05 -2007 TEL : (909) 869 -0989 BELOW ARE THE RESPONSES TO THE PLAN CORRECTION SHEET: 1. floor. COMMENT: Please indentify on the plans requirements for periodic inspections for storage rack anchor bolts attached to the RESPONSE: section 1707.5. 2. COMMENT: requirements. SEIZMIC INC. MATERIAL HANDLING ENGINEERING EST. 1985 t FAX (909) 869 -0981 STRUCTURAL CORRECTION FOR SHAW INDUSTRIES 17620 WEST VALLEY PARKWAY TUKWILA, WA PLAN CHECK # D07 -123 SEIZMIC, INC. PROJECT# 07 -0386A DATE : 5/20/07 Please see drawing #S8782 -1 for note specifying the requirement of periodic special inspection on anchor bolts per Povide the current Simpson Evaluation report listing the type of bolt specified and that identifies special inspection RESPONSE: Provided. Please see attached copy of ICC Evaluation Report # ESR -1771. If there are any questions in regard to this project please call me. Thank you for your time and consideration. Sincerely, Roy . Farr Seizmic Inc. y01- 123 FILE COPY No. REVIENN F C CODE COMPLIANC APPR MY - 9 2001 City BUILD u ila NG DIVISION CORRECTION LTR #� RECEIVED MAY 2 5 2007 PERMIT CENTER igt.S REPORTTM Business1Reglonal Office • 5360 Waltman Mill Road, whim California 90601 • (562)699-0543 ICC Evaluation Service, Inc. Regional Office • 900 Montclair Road, Stile A, Birmingham, Alabama 35213 • (205) 599.9800 W W W .lac -e s. orq Regional Office • 4051 west Fbssmocr Road, Country CU, mss, ifincis 60478 • (708)799-2305 • DMSION: 03— CONCRETE Section: 03151 — Concrete Anchoring REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEAASANTON, CALIFORNIA 94588 (800) 399 -5099 www.slmosonanchors.com EVALUATION SUBJECT: STRONG -BOLTTM WEDGE ANCHOR FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: • 2006 International Building Code (2006 IBC) • 2006 International Residential Code (2006 IRC) • 2003 International Building Code (2003 IBC) It 2003 International Residential Code (2003 IRC) ■ 1997 Uniform Building Code'm (UBC) Properties evaluated: Structural 2.0 USES The Simpson Strong -Tie Strong -Bolt Wedge Anchor is used to resist static, wind and seismic tension and shear Toads in cracked and uncracked normal- weight concrete and structural Lightweight concrete members having a specified compressive strength, f' . of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked structural sand lightweight or normal - weight concrete over profile steel deck having a mi ' um specified compressive strength, r of 3,000 psi (20.7 Pa): The Strong -Bolt n altemative to cast -in -place anchors described in Sections and 1912 of the 2006 IBC, Sections 1912 and 1913 of 03 IBC, and Sections 1923.1 and 19232 of the UBC. The anchors may also be used where an engineering design is submitted in accordance with Section R301.1.3 of the 2006 and 2003 IRC. 3.0 DESCRIPTION 3.1 Strong BoItTM: Strong -Boll"" anchors are torque - controlled mechanical expansion anchors consisting of an anchor body, expansion clip, nut, and washer. A typical anchor is shown in Figure 1. The 1 / 2 - inch -, 6 / 6 - inch -, and 3 / 4 inch- diameter (12.7 mm; 15.9 ESR -1771 • Issued March 1, 2007 This report is subject to re- examination in one year. mm, and 19.1 mm) anchor bodies are manufactured from carbon steel conforming to SAE J403, Grade 1030 to 1035. The 1 -inch- diameter (25.4 mm) anchor body is manufactured from carbon steel conforming to SAE J403 Grade 12L14. The anchor bodies are zinc plated in accordance with ASTM B 633, SCI, Type 1. The expansion clip is fabricated from ASTM A 240, Grade 316, stainless steel. The washer conforms to ASTM F 844. The hex nut conforms to ASTM A 563, Grade A. The anchor body has a tapered mandrel formed . on the installed end of the anchor and a threaded section at the opposite end. The taper of the mandrel increases in diameter toward the installed end of the anchor. The three- segment expansion clip wraps around the tapered mandrel. Before installation, this expansion clip is free to rotate about the mandrel. The anchor is installed in a predrilled hole. When the anchor is set using an applied torque to the hex nut, the mandrel is drawn into the expansion clip, which engages the drilled hole and transfers the load to the base material. Pertinent dimensions are as set forth in Table 1. 3.2 Concrete: Normal- weight and structural lightweight concrete must conform to Sections 1903 and 1905 of the IBC or UBC, as applicable. For placement over profile steel deck floor and roof assemblies, structural sand lightweight or normal- weight concrete is required. 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: Anchor design strengths, 4)N and 4)V must be determined in accordance with ACI 318 -05 Appendix D and this report. Design parameters are provided in Tables 2, 3, and 4 and Figures 2 and 3 of this report. The anchor design must satisfy the requirements in ACI 318 Sections D.4.1.1 and D.4.1.2. Strength reduction factors, 4), described in ACI 318 Section D.4.4, and noted in Tables 2 and 3 of this report, must be used for bad combinations calculated in accordance with Section 1605.2.1 of the IBC or Section 1612.2.1 of the UBC. Strength reduction factors, 4), described In ACi 318 Section D.4.5 must be used for load combinations calculated in accordance with Section 19092 of the UBC. An example calculation is provided in Figure 4. 4.1.1 Static Steel Strength in Tension: The nominal steel strength in tension; N,,, in accordance with ACI 318 Section D.5.1.2, is given in Table 2 of this report. The strength reduction factor, 4), corresponding to a ductile steel element must mm, 1 9 mm and 25.4 d 6/ mm anchors, and i 5 the strength reduction factor for a brittle steel element must be used for the' / -inch- diameter (19.1 mm), described in Table 2 of this report 4.1.2 Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength in tension, N and N ddresstu REPORTS" are not to be construed as representing aesthetics or any other attributes notlspec�f�al y a ice4 nor Tor a re they ° em construed to any an endorsement of the subject of the report or a recommendation for i i s l re e is no warranty by as finding or other matter In this report. or as to any prothict Copyright O 2007 owcsa nw r�owcfmrt�nunu Page 1 of 16 Page 2 of 16 must be calculated in accordance with AC1 318 Section D.5.2, with modifications as described in this section. The basic concrete breakout strength in tension, Nb, must be calculated in accordance with ACI 318 Section D.5.2.2 using the values of h and k, as described in Table 2 of this report. The value of f°, must be limited to 8,000 psi (55.2 MPa), in accordance with ACI 318 Section D.3.5. The nominal concrete breakout strength in tension, N or N, in regions of a concrete member where analysis Indicates no cracking at service loads in accordance with ACI 318 Section D.5.2.6, Table 2 be calculated with the value of W N , ac described this report. For anchors installed in the soffit of structural sand lightweight or normal- weight concrete over profile steel deck floor and roof assemblies, as shown in Figure 3, determination ccordance with ACI Section D.52 is not required. i accordance 4.1.3 Static Pullout Strength , in Tension: The nomin al pullout strength in accordance with ACI 316 Section 5.3 in cracked and uncracked concrete, N„„„ an wpm respectively, is described in Table 2 of this report. In regions of a concrete member where analysis indicates no cracking in accordance with ACI 318 Section D.5.3.6, the nominal pullout strength in uncracked concrete, N,„,,, pp accordance with ACI 318 Section D.5.3.2, the app s used for nominal pullout strength, N,,,,, or N,,,,,„,,,, ued ie lieu of N,„. Where values for N,,, or N are not provided in Table 2, the pullout strength does not need to be considered. The pullout strength in cracked concrete for anchors installed in the soffit of structural sand lightweight or normal - weight concrete over profile steel deck floor and roof assemblies, as shown in Figure 3, is given in Table 4. In accordance with ACI 318 Section D.5.3.2, the nominal pullout strength in cracked concrete must be calculated as n fate previously in this section, using the value of N,,,, N„ In regions of a concrete member where analysis indicates no cracking In accordance with ACI 318 Section D.5.3.6, the nominal pullout strength In uncracked concrete must be calculated as stated previously The in this isnim section, , using the value of N,„, in lieu of N spacing along the flute must be the greater Oh„, or s 1.5 times the flute width. The value of W is 1.0 for a. 4.1.4 Static Steel Strength in Shear: The nominal steel strength in shear, V,,, in accordance with ACi 318 Section D.6.1.2, is given in Table 3 of this report. The strength reduction factor, 4, corresponding to a ductile steel element must be used for 1 / 2 - inch -, 5 /;inch- and 1- inch - diameter (12.7 mm, 15.9 mm and 25.4 mm) anchors, and the strength reduction factor corresponding to a brittle steel element must be used for the 3 / - diameter (19.1 mm) anchor, described in Table 3 of this report. The shear strength, V., d „ k of anchors installed in the soffit of structural sand lightweight or normal - weight concrete over profile steel deck floor and roof assemblies, as shown in Figure 3, is given in Table 4. 4.1.5 Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength in shear, V,b and V , must be calculated in accordance with ACI 318 Section D.6 .2, with modifications as described in this section. The basic concrete breakout strength in shear, V must be calculated • in accordance with ACI 318 Section D.6.2.2 using the values of t, and d, described in Table 3 of this report. The value of fl, must be limited to a maximum of 8,000 psi (55.2 MPa) in accordance with ACI 318 Section D.3.5. For anchors installed in the soffit of structural sand lightweight or normal - weight concrete over profile steel deck floor and roof assemblies, as shown in Figure 3, calculation of the concrete breakout strength in accordance with ACI 318 Section D.6.2 is not required. 4.1.6 Static Concrete Pryout Strength in Shear: The nominal concrete pryout strength, V,, and V must be calculated in accordance with ACI 318 Section D.6.3, modified by using the value of k described In Table 3 of this report and the value of N or k as calculated in Section 4.1.2 of this report. For anchors installed in the soffit of structural sand lightweight or normal - weight concrete over profile steel deck floor and roof assemblies, as strength in Figure 3, calculation of the concrete pryout accordance with ACI 318 Section D.6.3 is not required. 4.1.7 Requirements for Seismic Design: 4.1.7.1 General: For load combinations including seismic, the design must be performed in accordance with ACI 318 Section D.3.3, as modified by Section 1908.1.16 of the 2006 IBC or the following: CODE 2003 IBC and 2003 IRC 1997 UBC ACI 318 SECTION D.3.3 SEISMIC REGION Moderate or high seismic risk Moderate or high seismic risk ESR -1771 CODE EQUIVALENT DESIGNATION Seismic Design Categories C, D, E, and F Seismic Zones 2B, 3, and 4 Except for anchors used under Seismic Design Categories A and B (IBC) or Seismic Zones 1 and 2A (UBC), design strengths must be determined presuming cracked concrete. The 1 1 2 - inch -, 5 / 8 -inch- and 1- inch - diameter (12:7 mm, 15.9 mm and 25.4 mm) anchors comply with ACI 318 Section D.1 as ductile steel elements and must be designed in accordance with ACI Section D.3.3.4 or D.3.3.5, as modified by Section 1908.1.16 of the 2006 IBC, in Seismic Design Categories C, D, E, or F (IBC) or Seismic Zones 2B, 3, or 4 (UBC). The 3 / diameter (19.1 mm) anchors must be designed in accordance with ACI Section D.3.3.5 as modified by Section 1908.1.16 of the 2006 IBC in Seismic Design Categories C, D, E, or F (IBC) or Seismic Zones 2B, 3, or 4 (UBC). 4.1.7.2 Seismic Tension: The nominal steel strength and concrete. breakout strength in tension must be calculated in accordance with. ACI 318 Sections D.5.1 and D.5.2, as described in Sections 4.1.1 and 4.1.2 of this report. In accordance with ACi 318 Section D.5.3.2, the appropriate . value for nominal pullout strength in tension for seismic loads, N or N,,,,d,,,,, described in Tables 2 and 4 of this report must be used In lieu of N,,. 4.1.7.3 Seismic Shear: The nominal concrete breakout and concrete pryout strength in shear must be calculated in accordance with ACI 318 Sections D.6.2 and D.6.3, as described in Sections 4.1.5 and 4.1.6 of this report. In accordance with ACI 318 Section 6.1.2, the appropriate value for nominal steel strength in shear for seismic loads, V,,, or described in Table 3 and 4 of this report, must be used in lieu of V,, 4.1.8 Interaction of Tensile and Shear Forces: For loadings that include combined tension and shear, the design must be performed in accordance with ACI 318 Section D.7. 4.1.9 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of using ACI 318 Section D.8.3, values of c,,,, and s ,,,, provided in Table 1 of this report must be used. In lieu of using ACI 318 Section D.8.5, minimum member thickness, h,,,,, must be in accordance with Table 1 of this report In lieu of using AC1 318 Section D.8.6, values of c„ provided in Table 1 of this report must be used. Page 3of16 4.1.10 Structural Lightweight Concrete: Where structural lightweight concrete is used, values determined in accordance with ACI 318 Appendix D and this report must be modified in accordance with ACI 318 Section D.3.4. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design resistances for use with allowable stress design load combinations calculated in accordance with Seon 1605.3 Of the IBC arid Section 1612.3 of th UBC, must be established using the follow ng relation hips: t T ,,,ASO a and y N = 4V„ /cc where: T.S, W .b e,ASD V.., cON„ = Allowable tension load (lbf or N). = Allowable shear load (lbf or N). = The lowest design strength in tension of an anchor or anchor group as .determined in accordance with ACI 318 Sections D.4.1.1 and D.4.1.2, and Section 4.1 of this report (lbf or N). 4V = The lowest design strength in shear of an anchor or anchor group as determined in accordance with AC1318 Sections D.4.1.1 and D.4.12, and Section 4.1 of this report (lbf or N). a = A conversion factor to be applied as follows: REFERENCE FOR STRENGTH REDUCTION FACTORS Load Combination Including Seismic Effects 1.1 a Load Combination Excluding Seismic Effects 1.4 1.55 ACI 318 Section D.4.4 ACI 318 Section D.4.5 The requirements for member thickness edge distance, and spacing, described in Table 1 of this report, must apply. For load combinations that include seismic, the value of T.ao,,.nw„SD and V,,,,„.,,.,,,SO must be multiplied by 0.75 in accordance with ACI 318 Section 0.3.3.3. Allowable loads for single anchors in tension and shear with no edge distance or spacing reductions are given in Tables 5 through 13. These and allowable loads were derived using T .,,„„.nb aSn = „ V.,ww.nre,ASO = 4V„ I a with the appropriate strength reduction factors from Tables 2 and 3, and the a factors provided in this section. 4.2.2 Interaction of Tensile and Shear Forces: In lieu of ACI 318 Sections D.7.1, D.7.2 and D.7.3, interaction of tension and shear loads must be calculated as follows: If T s 0.2T00,,,w.aso• then the full allowable strength in shear, V.,ro„,.w.,Aso, must be permitted. If V.ppe.d s 0.2V.,,,,,„,,.Asv then the full allowable strength in tension, T.eb„.,ti,.,Aso, must be permitted. For all other cases: T.,, f T.,,,„,. + V,pp..d I V,dd,,.,e,.,ASo s 1.2. 4.3 Installation: Installation parameters are provided in Table 1 and in Figures 2 and 3. Anchor locations must com y with the building report g offi the plans and specifications approved The Strong- Bolt must be installed in accordance with the manufacturer's published instructions and this report. Anchors 1.2 ESR -1771 must be installed in holes drilled into the concrete using carbide -tipped drill bits conforming to ANSI B212.15 -1994. The nominal drill bit diameter must be equal to the nominal diameter of the anchor. The minimum drilled hole depth must equal or exceed the specified embedment depth of the anchor. The drilled hole must be cleaned, with all dust and debris removed using pressurized air. The anchor, nut, and washer must be assembled so that the top of the nut is flush With the top of the anchor. Theanchor must be driven into the hole using a hammer until the proper embedment depth is achieved. The nut and washer must be tightened against the base material or material to be fastened 'Until the appropriate Installation torque value specified in Table 1 is achieved. For installation in the soffit of normal- weight or structural sand lightweight concrete over profile steel deck floor and roof assemblies, the hole diameter in the steel deck must not exceed the diameter of the hole in the concrete by more than 1 /5 inch (3.2 mm). Installation torque values for anchors installed in the soffit of structural sand lightweight or normal - weight concrete over profile steel deck floor and roof assemblies, must comply-with values In Table 4. 4.4 Special Inspection: Installations must be made under special inspection in accordance with Section 1704.13 of the IBC and Section 1701.5.2 of the UBC. The special inspector must be on the jobsite Continuously during anchor installation to verify anchor type, anchordimensions hole cleanliness, embedment depth, concrete type, concrete compressive strength, drill bit diameter, hole depth, edge distance(s), anchor spacing(s), concrete thickness, and tightening torque. 4.5 Jobsite Quality Assurance: Where anchors are used for seismic or wind load resistance, jobsite quality assurance must conform to Sections 1705 and 1706 of the IBC. 5.0 CONDITIONS OF USE The Simpson Strong -Tie Strong- Bolt Wedge Anchor described in this - report complies with, or is a suitable alternative to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The anchors must be installed in accordance with the manufacturer's published installation instructions and this report. In cases of a conflict, this report governs. 5.2 Anchor sizes, dimensions and minimum embedment depths are as set forth in the tables of this report. 5.3 The anchors must be installed in accordance with Section 5.1 of this report in cracked and uncracked normal- weight and structural sand lightweight concrete having a specified compressive strength, f,,, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and in cracked and uncracked structural sand lightweight or normal - weight concrete over profile steel deck having a minimum specified compressive strength, f',,, of 3,000 psi (20.7 MPa). 5.4 The value of PO used for calculation purposes must not exceed 8,000 psi (55.2 MPa). 5.5 Loads applied to the anchors must be adjusted in accordance with Section 1605.2 of the IBC and Sections 1612.3 or 1909.2 of the UBC for strength design, and in accordance 62 Section 1612.3 of the UBC for a stress design. 5.6 Strength design values must be established in accordance with Section 4.1 of this report. 5.7 Allowable stress design values are established in accordance with Section 4.2 of this report. Page 4 of 16 5.8 memberpthickness, must comply well as with Tables 1minimum and4, and Figure 3, of this report. 5.9 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the building official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project Is to be constructed. 5.10 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.11 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (f, > f,), subject to the conditions of this report. 5.12 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report. 5.13 Where not otherwise prohibited in the code, Strong-Borm anchors are permitted, for use with fire- resistance-rated construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind or seismic forces only. • Anchors that support a fire - resistance-rated envelope or a fire - resistance -rated membrane, are protected by approved fire - resistance -rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. ESR -1771 • Anchors are used to support nonstructural elements. 5.14 Use of anchors is limited to dry, interior locations. 5.15 Special inspection and jobsite quality assurance must be provided in accordance with Sections 4.4 and 4.5, respectively. 5.16 The anchors are manufactured by Simpson Strong -Tie Company, Inc., in Brampton, Ontario, Canada, under a quality control program with inspections by CEL Consulting (AA -639). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated June 2006, including optional suitability tests 12 and 13 for seismic tension and shear, profile steel deck soffit tests; mechanical properties tests; calculations; and a quality control manual. 7.0 IDENTIFICATION The Strong- Boit"' anchors are identified in the field by dimensional characteristics and packaging.The Strong -BoIt" anchor has the Simpson expansion o the o m clip, ,and Inc., aolength logo • stamped on identification code embossed on the exposed threaded end. Table 14 shows the length identification codes. The packaging label bears the manufacturer's name and contact information, anchor name, anchor size and length, quantity, the evaluation report number (ICC -ES ESR- 1771), and the name of the inspection agency (CEL Consulting). Page 5 of 16 TABLE 1-- STRONG - BOLT" INSTALLATION INFORMATION' ESR•177 UNITS CHARACTERISTIC do d d h„a„ smm h,,.,, In. in. In. ft-Ibf In In. In. In. in. 2% 9 4 4 U 6 1321E01612111113 9 Nominal Diameter Drill Bit Diameter Minimum Basepiate Clearance Hole Diameter Installation Torque Embedment Depth Effective Embedment Depth Critical Edge Distance Minimum Edge Distance Minimum Spacing Minimum Concrete Thickness Specified Yield Strength of Anchor Steel Specified Tensile Strength of Anchor Steel Effective Tensile and Shear Stress Area Axial Stiffness in Service Load Range Installation Information Anchor Data NOMINAL ANCHOR DIAMETER 1 Inch 1 1 '/e 230 IEV'M® 4'h 5'/' 11M112112111111331 19 �E 9 is 10 /e U 13% 5 6 91 f fw A.. 60,000 78,000 0.472 13 /2 299,600 lb/in. For SI: 1 inch = 25.4 mm,1 ft-ibf = 1.356 N -m, 1 psi = 6.89 Pa, 1 in = 645 mm , 1 lb/in = 0.175 N/mm. 'The information presented in this table Is to sto b used ed in requirements for the connected e ment.of ACI 318 Appendix D. 2 The clearance must comply with Page 6 of 16 TABLE 2— STRONG -BOLT1" CHARACTERISTIC TENSION STRENGTH DESIGN VALUES' NOMiNAL ANCHOR DIAMETER 11:11vvv ©WUUU 2 1121153E121110110113211136111:121111111116111321 Steel Strength in Tension (ACI 318 Section 0.5.1) ESR -1771 1, 2 or 3 CHARACTERISTIC Anchor Category Embedment Depth N,• Tension Resistance of Steel Strength Reduction Factor — Steel Failure Concrete h.r c„ ku.o, ka yc,N 4w 11:111111113:1111111 1.41 17 1.41 Effectiveness Ratio of Embedment Depth Effective Critical Edge Distance Effectiveness Factor -Uncrac ked Factor — Cracked k Concrete Concrete Strength Reduction Factor — Concrete Breakout Failure NP,,,,. N �o Ibf Pull -Out Strength Pull -Out Resistance l Cracked f ed Concrete ( Pull -Out Resistance Uncracked Concrete (f ,= 2,500 psi) Factor - Pullout Failure Tension Strength for Tension Resistance of Single Anchor for Seismic Loads (r, = 2,500 psi) Factor— Pullout Strength Reduction Strength Reduction Failure r6. v v. Breakout Strength In 3 ® � n ®® ENLIIIEICID3111110311211 UNIDO 0.55 1 inch © 2 914 36,815 0.75 In Tension (ACI 318 Section D.5.3) g 850 CI 11:11 0.55 Seismic Applications (ACI 318 Section D.3.3.3) :=:= 0.55 9,690 Np,,,Q lbf 9,850 7700 1 11,185 1,185 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'The are ov value opted In this es when the load combinations of Section 1605.2.1 of criteria he IBC, Section 161 2.1 of the UBC, oA i 318 tabulate 92 val u e s of e d „ app' Appendix C are used, the appropriate 31 B Section 9.2 e sd. If the load combinations of Section 1909.2 of the UBC or ACI App value elements must be as defined in ACI 318 D.1. accordance diameter anchor is a brittle steel element Inch defined in ACI 318 D.1. diameter anchors are steel a applies 3 The tabulated value of dim applies when both the load combinations of Section 16052.1 of the IBC, Section 1612.2.1 of the UBC, where up lament ry are orcementis not p ided or where pullout strength governs. C For installations where complying where supplementary cein factors described In ACI 318 D.4.4 for Condition A are allowed. If the load combinations Section 1909.2 .2 of the h vUBC or the �,e Co n di ionons aof re me th appropriate riate of value o 4 must be determined in accordance with ACI D.4 4(c). the load combinations Condition A are met, the app P must be determined in accordance with ACI 318 D.4.5. of ACI described In Se I are 4.1.3 of his report, N/A (Not Applicable) pl ca 4 As described in Section 4.1.3 of this report. N/A (Not Applicable) denotes that pullout resistance is not critical and does not need to 6 The characteristic pull -out resistance for greater concrete compressive strengths may be increased by multiplying the tabular value be considered. by (r,! 2,500) & The characteristic pull -out resistance for greater concrete compressive strengths may be increased by multiplying the tabular value by . 'The e t abb tu ed value of o or 4,” applies when both the load combinations t o�en� 3y8 Se is not provided or where pullout gone f ACI 318 for Condition B are met Condition applies where supplementary ro ate factors of di must be strength governss For For insinstallations where complying supplementary supplelmentary reinforce can be used, ap verified, the 4) factors described in ACI 318 d etermine Condition n cordance with ACt 318 Section D.4.5. .4 combinations of ACI 318 Appendix Page 7of16 TABLE 3—STRONG-BOLTN CHARACTERISTIC SHEAR STRENGTH DESIGN VALUES' ESR -1771 CHARACTERISTIC YMBOLPl1NIT '/2 Inch Anchor Category 1, 2 or3 — 2 1 2 2 Embedment Depth in. 2 h„a„ 3 /4 3 /e I 5 Steel Strength in Shear (ACI 318 Section D.6.1) y„ Ibf 8.560 0.85 NOMINAL ANCHOR DIAMETER '1e Inch 3 !4 Inch 2 6'• /e 4 1 5 1 2 3 Shear Resistance of Steel 0.65 Strength Reduction Factor –Steel Failure Concrete Breakout Strength In Shear (ACI 318 Section D ..62) 0.5 Nominal Diameter Load Bearing Length of Anchor In Shear Strength Reduction Factor–Concrete C ncrete Pryout Strength in Shear (ACI 318 Section 0.6.3) Coefficient for Pryout Strength — 1.01 10,475 19,305 0.60 in 0.825 0.75 in. .2513.37514.00 2.7514.501 5.00 3 3.3751 5.00 1 6.00 4.501 8 0.70 2.0 Strength Reduction Factor– Concrete Pryout Failure 0.70 4)4» Shear Strength for Seismic Applications (ACI 318 Section D.3.3.3) 8,560 3809 ,71510,47515,44117,30519,305 0.65 1 0.65 I 0.60 Shear Resister= of Single Anchor for Seismic Loads (P = 2,500 psi) I bf Strength Reduction Factor –Steel Failure WM 1 Inch 2 f 2 53/4103/4 15,020 0.65 1 15,020 0.65 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. The Information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D. 2 The tabulated value of 4p„ applies when the load combinations of Section 1605.2.1 of the IBC, Section 1612.2.1 of the UBC, or ACI 318 Section 318 are nd x C are used, the pP prig e ai e O ` for Condition B are be determined imet. ccordance with ACI 318 0.4.5.. The 'A inch, 'I, inch, B nd 1 or inch diameter Appendix nch iameter anchors are ductile steel elements as defined in ACI 318 D.1.1. The 3/4 inch diameter anchor is a brittle steel element as defined in ACI 318 Section D.1. The tabulated value of Oa applies when both the load combinations of Section 1605.2.1 of the IBC„ Section 1612.2.1 of the UBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318 Section D.4.4(c) for Condition B are met Condition B applies where supplementary is not provided or where pryout strength governs. For installations where complying supplementary reinforcement can be verified, the 4 factors described in ACI 318 Section D.4.4 for Condition A are allowed. lithe load combinations of Section 1909.2 of the UBC or ACI 318 Section 9.2 are used and the requirements of ACI 318 Section D.4.4 for Condition A are met, the appropriate value u t o f determined in accordance with ACI 318 Section 0.4.4(c). 4f the load combinations of ACI 318 Appendix C are used, the appropriate O must be determined in accordance with ACI 318 Section D.4.5. *The (c) tabulated Co di io Bare of � met Condition B applies when both the es whe a supplementary reinforcements not provided or where 1 pryout stre gth governs. For installations for all s where Condition n where complying supplementary reinforcement can be verified, the factors described in ACI 318 Section D.4.4 for Condition A are allowed. If the load combinations of ACI 318 Appendix C are used, the appropriate value of 4 must be determined in accordance with ACI 318 D.4.5. Page 8of16 TABLE 4- STRONG -BOLTTM CHARACTERISTIC TENSION AND SHEAR STRENGTH DESIGN VALUES FOR THE SOFFIT OF CONCRETE - FILLED PROFILE STEEL DECK ASSEMBL IES .` CHARACTERISTIC Embedment Depth Effective Embedment Depth SYMBOL h.r No nento' Nrr ke una V aaa, UNITS in. In. ft-lbf lbf lbf lbf NOMINAL ANCHOR DIAMETER '/ Inch 2 2 40 1,335 1,830° 4,405 4'12 4 40 1,905 2,610 6,690 °/. Inch 3 ° /e 40 2,835 3,780 5 ° h 5 50 3,665 4,885 6270 8,865 Installation Torque Pull -Out Resistance Cracked Concrete' Pull-Out Resistance Uncracked Concrete' Steel Strength to Shear For SI: 1 inch = 25.4 mm, 1 ft-lbf =1.356 N-m,1 lbf = 4.45 N. ESR -1771 Installation must comply with Section 4.3 and Figure 3. Except as specifically noted, all installations must be Into the lower flute of the deck. 2 Profile steel deck must comply with Figure 3 and have a minimum base steel thickness of 0.034 inch. Steel must comply ASTM A 653 I A 653M, with minimum yield strength of 40 ksl (276 MPa). ° The values must be used In accordance with Section 4.1.3 and 4.1.72 of this report. `The values must be used in accordance with Section 4.1.3 of this report. ° The values must be used in accordance with Section 4.1.4 and 4.1.7.3 of this report. ° Anchors may be installed Into either the upper or lower flute of the steel deck. 'The minimum anchor spacing along the flute must be the greater of 3.0h.r or 1.5 times the flute width. TABLE 5- STRONG -BOLT ALLOWABLE TENSION LOADS, T,0,,.,m..�s0, (NON-SEISMIC), NORMAL WEIGHT UNCRACKED CONCRETE, CONDITION B (pounds) 1,2,3,4 Nominal Anchor Diameter, d (in.) 1/2 5/8 3/4 1 . Embedment Depth, Imo,,, (in.) 2 3/4 3 7/8 5 3 3/8 5 1/8 6 1/8 4 1/8 5 3/4 71/2 5 1/4 Effective Embedment Depth, h., (in.) 21/4 33/8 41/2 23/4 41/2 51/2 3 3/8 5 6 3/4 4 1/2 9 Concrete Compressive Strength P (psi) 2,500 1,590 1,620 1,805 2,145 2,850 2 2,920 3,700 4,760 3,285 3,810 3,000 1,740. 1,775 1,980 2,350 3,235 3,260 3,200 4,055 5,215 3,560 4,170 4,000 2,010 2,050 2,285 2,715 3,960 3,985 3,695 4,680 6,020 4,155 4,815 5,000 2,245 2,290 2,555 3,035 4,625 4,660 4,130 5,235 6,730 4,645 5,385 6,000 2,460 2,505 2,800 3,325 5,260 5,290 4,525 5,735 7,370 5,090 5,900 7,000 2,660 2,710 3,025 3;595 5,855 5,895 4,885 6,190 7,965 5,495 6,370 8,000 2,845 2,895 3,235 3,840 6,430 6,475 5,220 6,620 8,515 5,875 6,810 9 3/4 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N -m, 1 lbf = 4.45 N. Values are for single anchors without edge or spacing effects. For all other cases, values must be determined in accordance with Section 4.2.1 of this report. 2 For structural lightweight concrete, tabulated values must be reduced in accordance with Section 4.1.10 of this report. ° Values are for Condition B (supplementary reinforcement in accordance with AC1 318 D.4.4 is not provided). design steel strength! +N,,, design anchor breakout strength, N and 42.1 of design concrete pullout strength, ON the lowest of the r' Page 9 of 16 TABLE 6- STRONG -BOLTTM ALLOWABLE TENSION LOADS, T...w,a.,,,sn (NON-SEISMIC), NORMAL - WEIGHT CRACKED CONCRETE; CONDITION B (pounds) Nominal Anchor Diameter, d, (in.) 1/2 5/8 3/4 Embedment Depth, h„ (In.) 2 3/4 3 7/8 5 3 3/8 5 1/8 6 1/8 4 1/8 5 3/4 71/2 5114 Effective Embedment Depth, he (in.) 21/4 3 3/8 4 1/2 2 3/4 41/2 5 1/2 3 3/8 5 6 3/4 4 1/2 9 Concrete Compressive Strength P (psi) 2,500 1,125 1,175 1,175: 1,525 2,045 2,065 2,070 3,735 3,870 3,025 4,395 3,000 1,235 1,290 1,290 1;670 2,320 2,345 2,270 4,090 4,240 3,315 4,815 4,000 1,425 1,490 1,490 1,925 2,840 2,865 2,620 4,720 4,895 3;825 5,560 5,000 1,595 1,665 1,665 2,155 3,320 3,350 2,930 5,280 5,475 4,280 6,215 6,000 1,745 1,825 1,825 2,360 3,770 3,8 3,210 5,785 5,995 4,685 6,810 7,000 1,885 1,970 1,970 2,550 4,200 4,240 3,465 6,245 6,475 5,060 7,355 8,000 2,015 2,105 2,105 2,725 4,610 4,655 3,705 6,680 6,920 5,410 7,860 ESR - 1771 9 3/4 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-rn, 1 lbf = 4.45 N. 'Values are for single anchors without edge or sparing effects For all other cases, values must be determined in accordance with 2 For structural lightweight concrete, tabulated values must be reduced in accordance with Section 4.1.10 of this re Section 4.2.1 of this report. 'Values are for Condition B (supplementary reinforcement in accordance with ACI 318 D.4.4 is not provided). 'Tabulated allowable loads are determined In accordance with Section 42.1 of this report from consideration of the lowest of the design steel strength, 4N.,, design anchor breakout strength, +N and design concrete pullout strength, 4>Np,,. TABLE 7- STRONG - BOLTI" ALLOWABLE TENSION LOADS, {SEISMIC), NORMAL WEIGHT CRACKED CONCRETE, CONDITION B (pounds) ,Z3.4 Nominal Anchor Diameter, d, (in.) 112 5/8 3/4 1 Embedment Depth, hn,m (In.) 2 3/4 3 7/8 5 3 318 5 1/8 6 118 41/8 5 3/4 71/2 5 1/4 Effective Embedment Depth, NI (in.) 21/4 3 3/8 4 1/2 2 3/4 4 1/2 51/2 3 3/8 5 6 3/4 4 1/2 9 Concrete Compressive Strength f (psi) 2,500 1,075 1,125 1,125 1,455 1,950 1,970 1,975 3,565 3,695 2,890 4,195 3,000 1,180 1,230 1,230 1,590 2,215 2,235 2,165 3,905 4,045 3,165 4,595 4,000 1,360 1,420 1,420 1,840 2,710 2,735 2,500 4,510 4,670 3,650 5,305 5,000 1,520 1,590 1,590 2,055 3,170 3,200 2,795 5,040 5,225 4,085 5,930 6,000 1,665 1,740 1,740 2,250 3,600 3,635 3,060 5,520 5,720 4,475 6,500 7,000 1,800 1,880 1,880 2,430 4,010 4,050 3,310 5,965 6,180 4,830 7,020 8,000 1,925 2,010 2,010 2,600 4,400 4,445 3,535 6,375 6,610 5,165 7,500 9 3/4 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 lbf = 4.45 N. Values are for single anchors without edge or spacing effects. For all other cases, values must be determined in accordance with Section 4.2.1 of this report. 2 For structural lightweight concret leme reinforcement In accordance n with AC accordance D with Section is not provided), this repo 'Tabu la are for Condition s adetermined accordance 4.2.1 'Tabulated steel strength, loads � Ns are esiganchor breakout strength, 4N and design concrete pullout streingth,b lowest the design stel sgh ... 9 Page10of16 TABLE 8- STRONG -BOLT ALLOWABLE SHEAR LOADS, V.tl„n,1..ASD (NON-SEISMIC), NORMAL WEIGHT UNCRACKED CONCRETE, CONDITION B (pounds) Nominal Anchor Diameter, d. (In.) 1/2 5/8 3/4 Embedment Depth, h,,,,,, (in.) 23/4 3 7/8 3 3/8 5 1/8 6 1/8 4 1/8 53/4 • 71/2 51/4 Effective Embedment Depth, h,r (In.) 21/4 33/8 41/2 23/4 41/2 51/2 33/8 63/4 4 1/2 9 Concrete Compressive Strength f (psil 2,500 2,020 3,045 3,045 4,865 . 4,865 4,865 . 7,430 8,275 8,275 6,975 6,975 3,000 2,215 3,045 3,045 .. 4,865 4,865 4,865 8,140 8,275 8,275 6,975 6,975 4,000 2,560 3,045 3,045 4,865 4,865 4,865 8,275 8,275 8,275 6,975 6,975 5,000 2,860 3,045 3,045 4,865 4,865 4,865 8,275 8,275 8,275 6,975 6,975 6,000 3,045 3,045 3,045 4,865 4,865 4,865 8,275 8,275 8,275 6,975 6,975 7,000 3,045 3,045 3,045 4,865 4,865 4,865 8,275 8,275 8,275 6,975 6,975 8,000 3,045 3,045 3,045 4,865 4,865 4,865 8,275 8,275 8,275 6,975 6,975 ESR -1771 9 3/4 For SI: 1 inch = 25.4 mm, 1 ft-lbf =1.356 N-m,1 lbf = 4.45 N. 'Values are for single anchors without edge or spadng effects. Fora!! other cases, values must be determined in accordance with Section 4.2.1 of this report. 2 For structural lightweight concrete, tabulated values must be reduced in accordance with Section 4.1.10•of this report. 'Values are for Condition B (supplementary reinforcement in accordance with ACI 318 D.4.4 is not provided). 'Tabulated allowable loads are determined in accordance with Section 4.2.1 of this report from consideration of the lowest of the design steel strength, $V,., design anchor breakout strength, 4 Vd, and design concrete pryout strength, 4 Vim. TABLE 9- STRONG•BOLT ALLOWABLE SHEAR LOADS, Vac...w.asn (NONSEISMIC) , NORMAL WEIGHT CRACKED CONCRETE, CONDITION B (pounds)' Nominal Anchor Diameter, d, (in.) 1/2 5/8 3/4 Embedment Depth, h„„„ (in.) 2 3/4 3 7/8 5 3 3/8 51 /8 6 1/8 4 1/8 5.3/4 7 1/2 5 1/4 Effective Embedment Depth, he (In.) 21/4 3 3/8 4 1/2 23/4 41/2 51/2 33/8 5 63/4 41/2 Concrete Compressive Strength f, (psi 2,500 1,435 3,045 3,045 3,875 4,865 4,865 5,270 8,275 8,275 6,975 6,975 3,000 1,570 3,045 3,045 4,245 4,865 4,865 5,775 8,275 8,275 6,975 6,975 4,000 1,815 3,045 3,045 4,865 4,865 4,865 6,665 . 8,275: 8,275 6,975 6,975 5,000 2,030 3,045 3,045 4,865 4,865 4,865 7,455 8,275 8,275 6,975 6,975 6,000 2,220 3,045 3,045 4,865 4,865 4,865 8,165 8,275 8,275 6,975 6,975 7,000 2,400 3,045 3,045 4,865 4,865 4,865 8,275 8,275 8,275 6,975 6,975 8,000 2,565 3,045 3,045 4,865 4,865 4,865 8,275 8,275 8,275 6,975 6,975 9 3/4 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m,1 lbf = 4.45 N. 'Values are for single anchors without edge or spacing effects. For all other cases, values must be determined in accordance with Section 4.2.1 of this report 'For structural lightweight concrete, tabulated values must be reduced In accordance with Section 4.1.10 of this report. 'Values are for Condition B (supplementary reinforcement in accordance with AG 318 D.4.4 is not provided). of theld allowable loads are strength, 4)V„edes design anchor breakout strength, 4.V„,„ and design concrete pryout strength, 4V lowest Page 11 of 16 TABLE 10- STRONG - BOLT"" ALLOWABLE SHEAR LOADS, 140ro,r w.aso (SEISMIC), NORMAL - WEIGHT CRACKED CONCRETE, CONDITION B (pounds)''''' Nominal Anchor Diameter, d, (in.) 1/2 5/8 3/4. 1 Embedment Depth, (in.) 2 3/4 3 7/8 5 3 3/8 51/8 6 1/8 41/8 5 3/4 71/2 5 1/4 9 3/4 Effective Embedment Depth, he (In.) 2 1/4 3 3/8 4 1/2 2 3/4 41/2 5 1/2 33/8 5 6 3/4 4 1/2 9 Concrete Compressive Strength f (psil 2,500 1,370 2,905 2,905 3,700 4,305 4,640 5,030 7,080 7,900 6,660 6,660 ..3,000 1;500 2,905 2,905 3,715 4,305 4,640 5,510 7,080 7,900 6,660 6,660 4,000 1,730 2,905 2,905 3,715 4,305 4,640 6,320 7,080 7,900 6,660 6,660 5,000 1,935 2,905 2,905 3,715 4,305 4,640 6,320 7,080 7,900 6,660 6,660 6,000 2,120 2,905 2,905 3,715 4,305 4,640 6,320 7,080 7,900 6,660 6,660 7,000 2,290 2,905 2,905 3,715 4,305 4,640 6,320 7,080 7,900 6,660 6,660 8,000 2,450 2,905 2,905 3,715 4,305 4,640 6,320 7,080 7,900 6,660 6,660 Nominal Anchor Diameter, d, (in.) 1/2 5/8 Embedment Depth, h,,,,,, (in.) 2 3/4 41/2 3 3/8 Effective Embedment Depth, hr (in.) 21 /4 4 2 3/4 5 Y, 2 3,000 (psi) Tension 720 1,025 1,485 1,920 Shear 2,045 3,105 2,910 4,115 ESR -1771 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 lbf = 4.45 N. 'Values are for single anchors without edge or spacing effects. For all other cases, values must be determined in accordance For with Section 4.2.1 of this report. 'Val 3 Val ues are a fofo ligor Co tio ght n 4.1.10 of tls loads are are determined in accordance with Section 4.2.1 of this report from consideration of the lowest of the design steel strength, 4> V.., design anchor breakout strength, Oa, and design concrete pryout strength, 4V,,. TABLE 11- STRONG -BOLTTM ALLOWABLE TENSION & SHEAR LOADS, T,a,w.w.,,.so and V.aw.nr.,,,so (NON - SEISMIC), 723 UNCRACKED SAND UGHTWEIGHT OR NOR NORMAL - WEIGHT CONCRETE OVER PROFILE STEEL DECK, CONDITION B (pounds) 5 5/8 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N -m,1 Ibf = 4.45 N. 'Values are for single anchors installed through the lower flute of profile steel deck and spaced along the length the flute a distance (supplementary re Values are for r Condition B (suppupp emeinforcem reinforcement In accordance with ACI 318 Section D.4.4 is not C provided). 'Tabulated allowable loads are determined in accordance with Section 4.2.1 of this report torn consideration of the lowest of the design steel strength, $N,. or kpV.kwu„ and design concrete pullout strength, "mad. Page 12 of 16 TABLE 12— STRONG -BOLT"' ALLOWABLE TENSION & SHEAR LOADS; T,d and V (NON-SEISMIC), CRACKED SAND LIGHTWEIGHT OR NORMAL - WEIGHT CONCRETE OVER PROFILE STEEL DECK, CONDmON B (pounds)''•' Nominal Anchor Diameter, d (In.) 1/2 5/8 Embedment Depth, h, ,, (In.) 2 3/4 4 1/2 3 3/8 Effective Embedment Depth, he (in.) 2 1/4 2 3/4 3,000 (psi) Tension 525 750 1,115 1,440 Shear 2,045 3,105 2,910 4,115 ESR -1771 5 5/8 For SI: 1 inch = 25.4 mm, 1 ft -lbf =1.356 N-m. 1 Ibf = 4145 N. Values are for single anchors installed through the lower flute of profile steel deck and spaced along the length of the flute a distance equal to the greater of 3.0 he or 1.5 x the flute width. ?Values are for Condition B (supplementary reinforcement. In accordance with ACI 318 Section 0.4.4 is not provided). 3 Tabulated allowable loads are determined in accordance with Section 4.2.1 of this report from consideration of the lowest of the design steel strength, 4N., or cl,V,le.e. and design concrete pullout strength, 4,Np,,,d.at. TABLE 13— STRONG -BOLT"' ALLOWABLE TENSION & SHEAR LOADS, Tellow.M.,ASD,ED and Ver,eopASD,ED (SEISMIC), CRACKED SAND LIGHTWEIGHT OR NORMAL - WEIGHT CONCRETE OVER PROFILE STEEL DECK, CONDITION B (pounds) Nominal Anchor Diameter, d, (in.) 1/2 5/8 Embedment Depth, N (in.) 2 3/4 41/2 • 3 3/8 Effective Embedment Depth, he (in.) 2 1/4 4 2 3/4 5 t 3,000 (psi) Tension 500 710 1,060 1,375 Shear 1,955 2,965 2,775 3,925 5 5/8 For SI: 1 inch = 25.4 mm, 1 ft -lbf = 1.356 N m, 1 Ibf = 4.45 N. 'Values are for single anchors installed through the lower flute of profile steel deck and spaced along the length of the flute a distance equal to the greater of 3.0 he or 1.5 x the flute width. Values are for Condition B (supplementary reinforcement in accordance with ACI 318 Section D.4.4 is not provided). 'Tabulated allowable loads are determined in accordance n d design Section pullout this e report t f from consideration of the lowest of the design steel strength, +N,. or 4)Vu,d 9 r Page 13 of 16 For SI: 1 Inch = 25.4 mm. TABLE 14— STRONG -BOLTTM LENGTH IDENTIFICATION CODES Length Identification Head Marks on Strong -Bolt Anchors (corresponds to length of an ©r��s). vv'v n © ©rev t .I vv ,1 12 1garlid® 9' /z 10 7112 8 9 1111111111111111 UpTO But Not Includln 18 19 FIGURE 1 STRONG - BOLT TM WEDGE ANCHOR ESR -1771 Page 14 of 16 MAX. 3" MIN. 41/2" FIGURE 2— STRONG -BOLT WEDGE ANCHOR INSTALLATION SAND- LIGHTWEIGHT OR NORMAL WEIGHT CONCRETE (MIN. f c = 3,000 PSI) MIN. 1 /2" TYP. f 0 • 0 e 0: 0 `y • U •• ..0 a 0 ••• ° • pv • • •• . :• l O • . • ° 0 • • O, 0 o 0 0 0 • 0 ' • pd 0 • • 0 p 0 .0 0 00 4 0. 0 • • .• 0 . • O • U• • 7 p ---; - V — 0 0 Si ° . �•riAtt \0 le • a G • • o • • a � l " N. • a • • / UPPER �� �t L . �,����. ° J FLUTE - sip MIN. .4 r MIN. 12" TYP. - MAX. 1" OFFSET, TYP. ESR -1771 MIN. 20 GAUGE PROFILE METAL DECK LOWER FLUTE FIGURE 3— INSTALLATION IN THE SOFFIT OF CONCRETE OVER PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES Page 15 of 16 Determine if a single v. Inch diameter Stror>A.eoh'torgne•controlled expansion anchor with a minimum .5 inch embedment (no. 4 e inches) instated 4 inches from the edge of a 12 inch deep spandrel beam is adequate for a service tension load o11.000 lb for wind and a reversible service shear load of 350 lb for wind. The anchor will be In the tension zone. away from other anchors in f',, • 3.000 psi normal -weight concrete. 1. Determine the Factored Tension and Shear Design Load: al . 1.8W• 1.6 a 1000.1.600 lb. V 16W . 1.6x350.56 - 2. Steel Capacity und4rTension Loading: - 13.500 4.0 n. 1 (singleandlor) Calculatind for 4N sa : 4N52.0. x 1 X13,500. 10.125 lb. 3. Concrete Breakout Capacity under Tersion Loading. Anic 4c6 • wet;,a , c.N • oak - Apko where. No" kc,°Tc hr ?.r substituting 4 Na' 4 wr4fv" ha ct ACI318.05 Report •Coda Ret. Ret. 0.5.2 Eq. (0.4), Eq. (0-7) where . kc• kr - 17 w 1.0 1.5.2.7 Eq. (0-1)) e4N .0.7 t 0.3 1 m e Vim ca.nxt+• 1.5 he a by observ+tbn, ea.e,in - 4 < 1 Sh WedN•0.7 4. 0.31.5(4.5). 0.88 w -1.0 assuming cracking at service loads (ft > ft4 0.82 4.0.55 for Condition 2 (no supplementary reinforcement provided) AHm. ghe . g(4.5)' 18225 in.r A*. (cat c 1.6V(2 x 1.5n . (2 x 1.6(4.5) 145.13 in? N 14513. Aso 18225 Calculating for 4Na b/ - 0.55x06x1.0x0.88x1.0x17xti" Ox(45)22•3.4421b. 4. Pullout Capacity: 921 . 2 5 x { _ 3.281 ID. Table 2 0.5.1 5. Meek Al Failure Modes under Tensbn LCadlrq: Table 2 Table 2 Eq. (0-6) Fig. RD 5.2.1(2) bore 2 4V2 et. r(q0 b. 350 10. •• lo - 0.55 4rl 0.55 x 3,281 - 1.805 b. Summary. SteelGapacry • 10,125 In Concrete Breakout Capacity - 3,442 ID. Pullout Capacity - 1.50S lb Controls :. +N =1.805 b. as Pollo1d Capacity controls > N =1.600 a4.. - OK 6. Steel Capacity under Shear Loading: V..6.5601D 4.0.65 Calculating for 4 Vsa 4V - 0 65 x 6,560 - 4,264 b FIGURE 4-- STRONG - BOLT N EXAMPLE CALCULATION Note: Reber not shown for clarity. 7. Concrete breakout Capacity under Shear Loading V , Vwc . VVri where: vb - 70 -0 -) 4Oa llccai 0 Substituting: ova-4A w adyyc. V 7 { SL y „y a v 7 G c 2 r' s ACI 318.05 Report Code Rat. Rat. 0.5.3 0.4.1.2 0.0.1 0.6.2 Eq. (D -21) Eq. (D24) ESR -1771 where: 4.0.70 for Cwiditbn B Tale 8 (no supplementary reinforcement provided') At+co • 4.5cd . 4.5(4) 72 in' Avc • Z1.544)0.6001. 2(1 .5(4))(1.6(4)) • 72 in.S Tick 2 + 7 21 Avg 72 wp y+ t 0 since c j > I Scii Eq. (D 2n +8 y 1.0 assuming cracking at service bads (ft > I 1.6.27 do.0.5 nL to • Odra 03.6) • 4m. 116.2.2 . c .Ain. . 4VV.0.70x1 x1.0 x1.0 x7 x, t ..) r x3x 11710 (4)cs -2,301 lb. Eq. (D23) F)g R0.6.2.1(1) 0.6. 21 Tattle 2 Table 2 T2bla Page 16 of. 16 B. Concrete Pryout Strength. V where: r •1 4.0.70 kr k N 2.0 x OS5 •12.5161b pap- 0.70x1 x12.516- 8.761 b. S. Check All failure Modes unaer Shear Loading: Summary: Steal Capacity 0 4.1.2 TaPie 3 4.264 lb. ConcreteBreaRoulCapacity 2,301 tb .- Controls Ptyout Capacity • 5.761 lb -0 2.301 M. as Concrete Breakout Capacity controls 660 Ib. - OK ls.cl 318.05 Report Code Ref. Ref 0.6 .3 10. Check Interaction of Tension and Shear Forces: Eq (0-29) • 4 0.2 - V thenthefat;lension design Strength is permitted. By observd for, this is not the case. d 0 ON z R !herring full shear design strength Is permitted 0.6.3.1 By obSOMtion. this Is not the case. 0.6.3.1 Than:gat t L 12 INn 4vn 1 t 560 .0 - 1 -OK 1,805 2.301 11 Summary A single 'h in. diameter Strong-Bolt at a 6 in. embedment depth is adequate to resist the applied service tension and spear loads of 1,000 M. and 350 lb.. respectively. FIGURE 4— STRONG -BOLT"' EXAMPLE CALCUATION (Continued) ACt 318 Report Code Rat, Rot 0.7 0.7.1 0.7.2 Eq. (D-31) ESR -1771 STORAGE RACKS DRIVE -IN RACKS CANTILEVER RACKS MEZZANINES CONVEYORS CAROUSELS PUSHBACK RACKS RACKBUILDINGS STEEL SHELVING MOVABLE SHELVING STORAGE RACKS MODULAR OFFICES GONDOLAS BOOKSTACKS FLOW RACKS FOOTINGS SEIZMIC MATERIAL HANDLING ENGINEERING F,ST. 1985 SEISMIC ANALYSIS STRUCTURAL DESIGN CITY APPROVALS STATE APPROVALS PRODUCT TESTING FIELD INSPECTION SPECIAL FABRICATION PERMITTING SERVICES SEISMIC ANALYSIS OF STORAGE RACKS FOR ALASKA ARIZONA CALIFORNIA COLORADO CONNECTICUT FLORIDA GEORGIA IDAHO ILLINOIS INDIANA KANSAS KENTUCKY MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA MISSOURI MONTANA NEBRASKA NEVADA NEW JERSEY NEW MEXICO NORTH CAROLINA OHIO OKLAHOMA OREGON PENNSYLVANIA TENNESSEE TEXAS UTAH VIRGINIA WASHINGTON WISCONSIN I 9558 C SHAW INDUSTRIES 17620 WEST VALLEY PARKWAY TUKWILLA, WA, 98188 Job No. 07 - 0386A 161 ATLANTIC STREET * POMONA * CA 91768 * TEL: (909) 869 -0989 FAX: (909) 869 -0981 MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE SHAW INDUSTRIES ENGINEERED PRODUCTS 2 RF 3/20/2007 TABLE OF CONTENTS & SCOPE PARAMETERS COMPONENTS & SPECIFICATIONS LOADS & DISTRIBUTION LONGITUDINAL ANALYSIS COLUMN BEAM BEAM TO COLUMN BRACING OVERTURNING BASE PLATE SLAB & SOIL TABLE OF CONTENTS SCOPE: THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY, WITHOUT ANY FIELD WELDING. 2 3 4 6 7 8 10 12 13 14 15 16 MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE SHAW INDUSTRIES ENGINEERED PRODUCTS 3 RF 3/20/2007 THE STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS, WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN AND ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYSED IN BOTH THE LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY IN THE LONGITUDINAL DIRECTION IS MAINTAINED BY THE BEAM TO COLUMN MOMENT RESISTING CONNECTIONS, WHILE BRACING ACTS IN THE TRANSVERSE DIRECTION. CONCEPTUAL DRAWING * LEGEND 1. COLUMN 2. BEAM 3. BEAM TO COLUMN 4. BASE PLATE 5. HORIZONTAL BRACING 6. DIAGONAL BRACING 7. BACK TO BACK CONNECTOR TRANSVERSE LONGITUDINAL TRIBUTARY AREA *ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET 101 H I LHIV 1 11. .I 1[GG 1 , rl/IV1V1vr1, 1. 71 /km COMPONENTS & SPECIFICATIONS : P/B EXTERIOR ANALYSIS PER SECTION 2208 OF THE 2003 IBC SITE CLASS = D - =32in LEVELS = 4 HI =12 in. H2 = 66 in. PANELS = 6 H3 =66 in. H4 = 66 in. LIVE LOAD = Load Varies FRAME HEIGHT = 216 in. W4 W 3 \ WI =5000 lbs. W2 =6280 lbs. W3 = 7560lbs. W4 =5000 lbs. YI Y2 = 32 in Y3 = 36 in Y4 = 36 in Y5 =36in Y6 = 36 in H4 . Y6 + W 2 Y4 H H + - FRAME DEPTH = 54 in. BEAM LENGTH= 132 in. SEISMIC CATEGORY = E (Fa = 1, Ss = 1.34) TYPE = SINGLE ROW H2 Y3 Ht W 1 Y2 Yi 1 \ ' c . D +"-- MANUFACTURER = STRUCTURAL L COLUMN BEAM @ Level 1 CONNECTOR @ Level 1 OK StrucC4x4.5 Steel = 55000 psi Stress =82% OK Struc C5x6.7 Steel = 55000 psi Max Static Capacity = 11608 lb. Stress = 43% OK FOUR BOLT CONNECTOR Stress = 55% COLUMN BACKER BEAM @ Level 2+ CONNECTOR @ Level 2+ None Stress = OK Struc C5x6.7 Max Static Capacity = 11608 lb. Stress = 65% OK FOUR BOLT CONNECTOR Stress = 76% BRACING SLAB & SOIL HORIZONTAL OK Struc L2 x L2 x 1/8 Stress = 44 "/e DIAGONAL OK Struc 2 X 1/4 FLAT BAR Stress = 17% Slab = 6" X 4000 psi OK Soil Bearing Pressure = 2000 psf Slab Puncture Stress = 36% Slab Bending Stress = 19% BASE PLATE ANCHORS . OK 15 in X 25 in X 0.5 in Steel = 36000 psi MBase = 0 in. lb. Stress = 33% SIMPSON STRONG BOLT 0.5 Dia. X 3.5 Min. Embd. OK Pullout Capacity = 1230 lbs. Shear Capacity = 3045 lbs. No. Of Anchors = 4 per Base Plate (or approved equal) Anchor Stress = 32% NOTES: LOADING BASED ON TRIBUTARY LOADS TO EXTERIOR COLUMNS. MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 PROJECT SHAW INDUSTRIES FOR ENGINEERED PRODUCTS SHEET NO. 4 CALCULATED BY RF DATE 3/20/2007 IVt 111 Ll11V Ill. Jllllili 1.1 VlvIV1�A. ...l1 �1 /vu -- --- �'- -' - --- COMPONENTS & SPECIFICATIONS : P/B INTERIOR ANALYSIS PER SECTION 2208 OF THE 2003 IBC SITE CLASS = D `. =32 in LEVELS = 4 H I =12 in. H2 = 66 in. PANELS = 6 H3 =66 in. H4 =66 in. LIVE LOAD = Load Varies FRAME HEIGHT = 216 in. r H4 V4 - \ WI =10000 W2 =12560 W3 =15120 W4 =10000 Y1 Y2 = 32 in Y3 = 36 in Y4 = 36 in Y5 =36in Y6 = 36 in W 3 Y6 H W 2 Y4 I > H H FRAME DEPTH = 54 in. BEAM LENGTH= 132 in. SEISMIC CATEGORY = E (Fa =1, Ss =1.34) TYPE = SINGLE ROW H2 Hi W1 Y3 Y2 �(_ Y1 - D MANUFACTURER = STRUCTURAL 'I L 'I COLUMN OK StrucC4x4.5 Steel = 55000 psi Stress =56% COLUMN BACKER OK Backer Up To Level = 3 Struc C4x4.5/C4x4.5 Stress = 87% . BRACING SLAB & SOIL HORIZONTAL OK Struc L2 x L2 x 1/8 Stress = 67% DIAGONAL OK Struc 2 X 1/4 FLAT BAR Stress = 33% Slab = 6" X 4000 psi OK Soil Bearing Pressure = 2000 psf Slab Puncture Stress = 72% Slab Bending Stress = 98% ANCHORS BASE PLATE OK 15 in X 25 in X 0.5 in Steel = 36000 psi MBase = 12836 in. lb. Stress = 75% SIMPSON STRONG BOLT 0.5 Dia. X 3.5 Min. Embd. OK Pullout Capacity = 1230 lbs. Shear Capacity = 3045 lbs. No. Of Anchors = 4 per Base Plate (or approved equal) Anchor Stress = 63% NOTES: LOADING BASED ON TRIBUTARY LOADS TO EXTERIOR COLUMNS. ACTUAL LOADS ARE 5000# ON LEVEL 1 AND 4; 6280# ON LEVEL 2 AND 75607ON LEVEL 3 MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 PROJECT FOR SHEET NO. CALCULATED BY SHAW INDUSTRIES ENGINEERED PRODUCTS 5 RF INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE SHAW INDUSTRIES ENGINEERED PRODUCTS 6 RF 3/20/2007 LOADS & DISTRIBUTION: LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA) = wLL DEAD LOAD PER SHELF = wDL SEISMIC BASE SHEAR DETERMINED IN ACCORDANCE WITH SECTION 2208 OF THE 2003 IBC/ 2002 RMI /ASCE 7 - 02 WHERE: V = (( 2.5 x Ca) / R x Ip x Wtotal) Wtotal = (0.67 *wLU1 + wDL) Fa = 1 Ss =1.34 _ Ca = 0.357 < Sp /2.5 per section 9.14.6.3.1 ASCE 7 -02 Ip = 1.00 < In area of nopublic access SOILTYPE. = D R (LONGITUDINAL) = 4 R (TRANSVERSE) = 4 wDL = 100 LB n =1 DEPTH= 18 in LONGITUDINAL DIRECTION: Vlong = ([2.5 *0.357 *(0.67 * 23840/1 +400) /4]* 1/1.4) = 2,597 lb Fi = V Whi/lWh TRANSVERSE DIRECTION: Vtrans = ([2.5 *0.357 *(0.67* 23840/1 +400) /4] * 1/1.4) = 2,597 lb Fi = V Whi/EWh SEISMIC DISTRIBUTION: LEVEL h WEIGHT HEIGHT IN LB IN 1 2 3 4 12.0 66.0 66.0 66.0 5,000 6,280 7,560 5,000 12.0 78.0 144.0 210.0 210 IN TOTAL FRAME LOAD = 24240 LB F= WXH LB-IN 60,000 489,840 1,088,640 1,050,000 2,688,480 Fi (long) LB 58.0 473.1 1,051.5 1,014.2 2597 LB Fi (trans) LB 58.0 473.1 1,051.5 1,014.2 2597 LB Mot IN -LB 695.4 36,903.9 151,415.4 212,976.6 401,991 IN-LB LEVELS h , f AXIAL LOAD MOMENT Mconn N M 10 29 12,120 13,000 31,670 66 236 9,570 41,943 43,303 66 524 6,380 34,155 31,819 66 510 2,550 16,863 12,630 MATERIAL HANDLING ENGINEERING 909)869 - 0989 FAX : (909)869 - 0981 ANTIC STREET, POMONA, CA 91768 LONGITUDINAL ANALYSIS: THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID- HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE. (OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). M Upper + *Amer = MCann'R' + MCnnn'L' M (bnn'R' = M ('nnni,' M (bnn • 2 = M(Ipper + M Lnwer ( Upper + M L.awer 2 + M Ends M ('nnn V c . al V l 2'" = 1300 lbs M Base = 0 in /lb SAMPLE CALC. MI -1 = `V('al • h,) — M Base = (1300 lbs X 10 in) - 0 in /lb = 13,000 in /lb Mlinds ° 4198 in /lb PROJECT FOR SHEET NO. CALCULATED BY DATE SHAW INDUSTRIES ENGINEERED PRODUCTS 7 RF 3/20/2007 SSW rdlif FRONT ELEVATION MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE SHAW INDUSTRIES ENGINEERED PRODUCTS 8 RF 3/20/2007 COLUMN ANALYSIS : _ ANALYZED PER AISI AND THE 2003 IBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. K • L. = I X 32in / 0.457in — 70 R Axial F Flexure P = 9570 lbs M = 41943 in/lb K..L = 1.2 X64in/ 1.63in R — 47.1 Since : R M ax <= C 1 — (KLIR)Max F y 2 •C c 2 1000 5 + 3 ' (KL /R)M °x (KL/R)M°x 3 8•C j L 8•C, f° = I'AIux/AI:if = 9570 / 1.38 = 41943/1.8 = 0.31 fh = MMax /Sx fa F Since : f > 0.15 ° F = 0.6• 102 = 33000KSI F = 12IIZE 1000 = 67267PSI 23 /R) = 70 Check : + C„, • fb <1.33 F (1— F /F ) = (1 - ((70 ^2) / (2 X 102.0193 ^2))) X (55000 / 1000)) / ((5 / 3) + ((3 X 70) / (8 X 102.0193)) - ((70 ^3) / (8 X 102.0193 ^3))) SECTION PROPERTIES = 22321 PSI = 6935 PSI = 22920 PSI Column Stress =(6935 / 22321) + (1 X 22920) / (33000 X (1 - (6935 / 67267))) = 82% < 1.33 (82 %) A : B : C . t : Aeff: 1.38 in ^2 Ix : 3.65 in ^4 Sx : 1.83 in ^3 Rx : 1.63 in Iy : 0.289 in ^4 Sy : 0.265 in ^3 Ry : 0.457 in Kx : 1.2 Lx : 64 in Ky : 1 Ly : 32 in Fy : 55 KSI E : 29500 KSI 0.00 Qf; 1.67 Cmx : 0.85 Cb : 1 MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE SHAW INDUSTRIES ENGINEERED PRODUCTS 9 RF 3/20/2007 BEAM ANALYSIS : BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE FULL FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING PARTIAL END FIXITY. FOR THE COMPUTATION OF BEAM TO COLUMN MOMENT CAPACITY, THE PARTIAL END FIXITY MOMENT OF THE BEAM WILL BE ADDED TO THE LONGITUDINAL FRAME MOMENT FOR THE ANALYSIS OF THE CONNECTION. EFFECTIVE MOMENT FOR PARTIALLY FIXED BEAM For a simply supported beam, the max moment at the center is given by WL 2 /8 . An assumption of partial fixity will decrease this maximum moment by the following method. Percentage of End Fixity = 15% MCenter = MCenter(Simple ends) - 0 *MCenter(Fixed ends) W1 2 /8— (O• W1 2 / 12 )= 0.112•W1 Reduction Coefficient R = 0.112/0.125 = 0.9 Molder = /3.WI =0.9 •W1 M = 0 • M max (FixedEnds) = W1 0.15 LiveLoad 1lv1= 5000 lbs = 0.0125 EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM For a simply supported beam, the max deflection at the center is given byswl /384 El An assumption of partial fixity will decrease this maximum deflection by the following method. _ 5W1 Amax — 384.E • I DeadLoad / 1v1= 41b /ft X 2 X (132/12 = 88 lbs M ('enrer = 0.112* yi MEnds. = 0.0125* W/ = 4198 in/lb F = 0.6 • F = 33000 PSI =37778 in/lb FB,. = 33000 PSI wi 2 = 0.15 Mends (fwd) ■ n 11 '1 ' 11 11111 'IV i I ,Il i li1Ill111 11 L Mcerter(simple) l'I i�Ijl" ,I 1 Mcenter (feed) Ii fix TYPICAL BEAM FRONT VIEW ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL M Allow,Seismic = S * Fb *1.33 F h _ M Seismic — M Conn M kook = Wl Z * /8 M Allow,Sta,fc = S x M lmpan = M s al;c * 1.125 Level M Static M Impact M Anow.Static M seismic M vlow,se«ic Result 1 2 3 4 37778 47282 56786 37778 42500 53192 63884 42500 98670 98670 98670 98670 31670 43303 31819 12630 131560 131560 131560 131560 GOOD GOOD GOOD GOOD MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT SHAW INDUSTRIES FOR ENGINEERED PRODUCTS SHEET NO. 10 CALCULATED BY RF DATE 3/20/2007 BEAM ANALYSIS : MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON: 1. MAXIMUM MOMENT CAPACITY F = M /S WI 8 FB = J S FB • 16 • S x Max.Weight / Ivl = a /3 L = ((33000 X 16 X 2.99) / (0.9 X 132)) X 0.875 = 11608 Ibs/Ivl 2. MAXIMUM ALLOWABLE DEFLECTION D / „ = L /180 = 0.733 In _ 5W1 384• E•I x Max.Weight / 1v1= 384 E • I X • Aim L 3 5 -40 = ((384 X 29000000 X 7.48 X 0.733) / (5 - (4 X 0.15))) X 132 ^3 = 12072 Ibs/IvI MAXIMUM ALLOWABLE LIVE LOAD PER LEVEL = 116081bs/Ivl I = 7.48 in^4 S = 2.99 in ^3 F =55000 PSI a(impactCoefcient) = 0.875 0.15 L(Length) = 132 in L � = 25 in Step = O in TopWidth = 1.75 in BeamStress = 43% BeamThickness = 0.19 in BeamDepth = 5 in Bottom Width = 1.75 in MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET. POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE SHAW INDUSTRIES ENGINEERED PRODUCTS 11 RF 3/20/2007 BEAM TO COLUMN ANALYSIS : CONNECTION CAPACITY DEPENDS ON THE FOLLOW INC; PARAMETERS: 1. SHEAR CAPACITY OF BOLT BoltDiameter = 0.5In. F,, = 21000PSI 2 = 0.1963 in ^ 2 A �1La, = Diameter • — 4 = 0.4 X 55000 X 0.1963 in^ = 41231bs P Shear = AShear• F,, 2. BEARING CAPACITY OF BOLT ColumnThickness = 0.125 F„ = 65000PSI S2 = 2.22 a = 2.22 P „ = a - F„ • Dia. • Col.Thickness /S2 3. MOMENT CAPACITY OF BRACKET EdgeDist. = 1.01n. BoltSpacing = 2 In F = 55000 PSI C = P, +P +P +P 0.1791n. S 0.1271n M['apaciiy = `S['!ip • F Bending = 57349in -Ib = 0.127 In ^3 X .66 X Fy > 31670in -lb = 2.22X65000X0.5X0.125/2.22 = 4610 in -lb OK O P1 P2 P3 = 4062 lbs P, + P P P,(.516.5) = P1 X 2.154 C * d = M(.apacfry = 2.154 p d d = EdgeDist/2 = 0.5 P Yip = M(apacity /(2.154 • d) = 4610 / (2.154 X 0.5) = 4280 lbs MINIMUM VALUE OF P1 GOVERNS = 4062 lbs M „ A ,,,, W = [P, *6.5] +[P, *(4.5/6.5) *4.5] +[P, *(2.5/6.5) *2.5] +[P, *(.5/6.5) *.5] *1.33 3 2"TYP 6 � I 1 ,k- 1 -5/8” t',ga 12• MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO.. CALCULATED BY DATE SHAW INDUSTRIES ENGINEERED PRODUCTS 12 RF 3/20/2007 TRANSVERSE ANALYSIS: BRACING; IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN. DIAGONAL BRACING : COMPRESSION MEMBER Ldiag = 1 1(L — 6) + (D — (2 • BCol)) 2 = Vdia Vtrans • LDiag g = D = 3816 lbs (1 X 79.2856) / (0.072) = 0 In k•1 rMin II F = }� I � 1 rMin F 2 F F� > 2 Y F „ =F 1 F 4• P„ = Area • F„ c2c = 1.92 Pn P Brace Stress = VDiag P = 0 PSI = = OX(I -(0 /(4X0))) = O KSI =0 lbs =0 lbs =0.23 < 1.33 (17 %) C V Pmax SIDE ELEVATION Panel Height (L) = 64 In Panel Depth (D) = 54 In Column Depth (B) = 1.58 In Clear Depth (D - 2 *B) = 0 MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE SHAW INDUSTRIES ENGINEERED PRODUCTS 13 RF 3/20/2007 OVERTURNING ANALYSIS : ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2208 & 1617.5.1 OF THE 2003 IBC. FULLY LOADED Total Shear = 2599 lbs M„v, = V ran., • Ht • 1.15 Mow = 2599 X 155 X 1.15 M,., = E(wp +.85wDL)•d /2 = (23840 +(.85 X 400)) X 54/2 M.,, M „v, — i i P,pLo = d TOP SHELF LOADED Shear = 596 lbs M = V,,, • Ht • 1.15 Mow = 596 X 210 X 1.15 M„ =(w ,, + wDL)• d/2 M„ _ (5000 + (.85 X 400)) X 54 /2 \„� — M sr Pi pl.ili — d ANCHORS No. of Anchors : 4 Pull Out Capacity : 1230 Lbs. = 463272 in/lb • 652860 in/lb = (463272 - 652860) / 54 • -3511 lbs. Puplift <= 0 No Up Lift = 143827 in/lb = 144180 in/lb = (143827 - 144180) / 54 = -7 lbs. Puplift< =0 No up Lift Shear Capacity : 3045 Lbs. COMBINED STRESS Fully Loaded = (0 11230 X 4))+ ((2599 /2)/(3045 X 4)) = 0.11 Toy Shelf Loaded = (0 / (1230 X 4))+ ((596 /2)/(3045 X 4)) = 0.02 USE 4 SIMPSON STRONG BOLT 0.5 Dia. X 3.5 Min. Embd. Anchors per BasePlate. (or approved equal) w P uplift O !M1II Mar • W F 3 • , F2 ! F 1 CROSS AISLE ELEVATION Fr MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE SHAW INDUSTRIES ENGINEERED PRODUCTS 14 RF 3/20/2007 BASE PLATE ANALYSIS THE BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE I. MOMENT CAPACITY OF THE BASE PLATE, 2. MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3. Vcol *h/2 (FULL FIXITY). Mb IS THAT SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. P c„I M Base = 12120 lbs = 0 in /lb P _ P'01 = 32.3 PSI A D•B M h fh — D • B 2• b l fh 2 = fh fhl = fh - fh2 Mb = M b wb _ b12 W 2 — 2 a Mo T • d = MBa,e — (Pcal •(b / T _ MBa.,e P . • b d n- d = O PSI = O PSI = O PSI + fnl +.67f = 488.84 in /lb 1 /2 0.04 in /cb SBase = 6 F = .75F, .1.33 fh _ Mh Fh S Has e • F Ba c e ANCHOR TENSION No. of Anchors Resisting Tension (n) = 2 = 36000 PSI = 0.33 Base Plate Width (B) Base Plate Depth (D) Base Plate Thickness (t) <= 1 OK = 0 NEGATIVE, THEREFORE NO TENSION = 15 in = 25 in = 0.5 in b = 4 in bi = 5.5 in Fv (base) = 36000 PSI bl b 1` b1 t B T 4 Danchor _4 MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 SLAB AND SOIL : THE SLAB WILL BE CHECKED FOR PUNCTURE URE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. PUNCTURE = 121201bs ' pax = (1.2. P.,ai;c +1.0. (M / d)) * � Fpuna = 2 • f C r l A 41 + 2l +I W +2J 2•t = 552 sq. in. r = `max F ,, Ap,„, , • F,mc, SLAB TENSION A. = P „ax •144 ,a ;� = 1.33 • fca,, L= A.,„ u B= B•W +t b= L —B 2 wb 1.33 . fa • b 2 M ”' „` - 2 - 144.2 1.1 S canc• = 6 Fcanc = 5i • fh = M(bnc F S( •nnc • F,„„, OK M <,, = 463271.8 in-lb = 25435 Ibs = 126.49 PSI = 0.36 = 1377 sq. in. = 37.11 in = 25.36 in = 5.87 in = 318 in-lb = 6 cb. in. = 284.6 PSI = 0.19 PROJECT FOR SHEET NO. CALCULATED BY DATE SHAW INDUSTRIES ENGINEERED PRODUCTS 15 RF 3/20/2007 * (EQ 16 -19) SEC. 1605.4 f 1) B FOOTING B = 15 in W = 25 in Frame Depth d = 54 in CONCRETE f C = 4000 PSI t = 6 i = 0.9 SOIL f = 2000 PSF 11 -06 -2007 AMY EDWARDS 161 ATLANTIC ST POMONA CA 91768 RE: Permit No. D07 -123 17620 WEST VALLEY ICY 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 writinr and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 12/02/2007 , your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, xc: 'fer Marshall, t Technician Permit File No. D07 -123 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 May 3, 2007 Amy Edwards 161 Atlantic Street Pomona CA 91768 RE: CORRECTION LETTER #1 Development Permit Application Number D07 -123 Shaw Industries —17620 West Valley Hy Dear Ms. Edwards, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire Department has no comments. Building Department: Allen Johannessen at 206 433 -7163, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3760. encl File No. D07 -123 City of Tukwila Department of Community Development Steve Lancaster, Director P:Uennifer\Correction Letters V007007-123 Correction Ltr #1.DOC jem Nose Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Date: April 12, 2007 Project Name: Shaw Industries Permit #: D07 -123 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be oriainal sianed wet stamped, not copied.) 1. Please identify on the plans requirements for periodic special inspections for storage rack anchor bolts attached to the floor. (IBC 1707.5) 2. Provide the current Simpson evaluation report listing type of bolt specified and that identifies special inspection requirements. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. ` COORD COSY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -123 PROJECT NAME: SHAW INDUSTRIES SITE ADDRESS: 17620 WEST VALLEY HY DATE: 05 -25 -07 _ Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: t Building Division Public Works ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete rvi TUES/THURS ROUTING: Please Route El REVIEWER'S INITIALS: Documents /routing slIp.doc 2 -28-02 Fire Prevention ❑ Structural Incomplete Structural Review Required Planning Division ❑ Permit Coordinator C DUE DATE: 05-29-07 Not Applicable C Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: ❑ No further Review Required DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 06 -26-07 Approved ❑ Approved with Conditions li 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: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -123 DATE: 04 -03 -07 PROJECT NAME: SHAW INDUSTRIES SITE ADDRESS: 17620 WEST VALLEY HY X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: BuilcMng gesion Public Works Comments: G Fire ()rev ntion Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete r Incomplete Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROU NG: Please Route 1110 Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Documents/routing slip.doc 2 -28 -02 Planning Division ❑ Permit Coordinator ❑ DUE DATE: 04-05-07 Not Applicable No further Review Required DATE: DUE DATE: 05-03-07 Not Approved (attach comments) DATE: Bldg Xi Fire ❑ Ping ❑ PW ❑ Staff Initials: City of Tukwila \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D07 -123 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Shaw Industries Project Address: 17620 West Valley Hy Contact Person: AAAA Ec4 U.1Q,(OLE Phone Number: Summa ry of Revision: Entered in Permits Plus on 5 PJAOridLi 1 att '," ,T Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisi Received at the City of Tukwila Permit Center by: Steven M Mullet, Mayor Steve Lancaster, Director License Information License STRAILI970PO Licensee Name STRAIGHT LINE INSTALLATNS INC Licensee Type CONSTRUCTION CONTRACTOR UBI 601865638 Ind. Ins. Account Id SECRETARY Business Type CORPORATION Address 1 PO BOX 1084 Address 2 City KENT County KING State WA Zip 98035 Phone 2538544391 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 10/20/2003 Expiration Date 3/14/2009 Suspend Date Separation Date Parent Company Previous License INDUSIIO20KJ Next License Associated License Business Owner Information Name Role Effective Date Expiration Date EAKINS, BECKY PRESIDENT 10/20/2003 Bond Amount STEPHENSON, RANDY SECRETARY 10/20/2003 206875805 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #3 TRAVELERS CAS & SURETY CO 206875805 01/15/2002 Until Cancelled $12,000.00 01/23/2002 Look Up a Contractor, Electric ;Rn or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= STRAILI970PO 06/05/2007 ST, A GET ° LINE X�T$TALLA .PO ,,B x.04 F , TENT `,:+TA ':98015 1 DEPARTMENT OF LABOR ANb U REOI$TERED 'AS:": PROVIDED .; Y "I CONST CONT ,GENERAL 17620 WEST VALLEY TUKWILLA, WA 981 PUSH BACK RACK INSTALLATION SHAW INDUSTRIES 17620 WEST VALLEY PARKWAY TUKWILLA, WA 98188 SAL E. FATEEN SEIZMIC MATERIAL HANDLING ENGINEERING, INC, 161 ATLANTIC STREET POMONA, CA. 91768 TEL: (909) 869 -0989 ® FAX: (909) 869 -0981 • TABLE OF CONTENTS 1. DRAWING No. 07 -0386A TABLE OF CONTENTS 2. DRAWING No. S8782 -0 it PLAN VIEW WAREHOUSE LAYOUT Ni o. DRAWING No. 58782 -1 (3) DEEP PUSHBACK STRUCTURAL RACK ELEVATIONS & DETAILS FILE t t Permit No. V.V4f an review epprovaf is subject to ermrs and om Approval cP car dion duets does not authortza the vioiat n c: E= ::ed code or onSnance. of app: cvc;1 (. . 7 C=7:7 c J onS is acknowledged: BY --z-Lr Dam: City of Tukwila BUILDING DIVISION 4 11212008 no a nInges mill be made to the scope c :' without prior approval c t•:::1 roc a ncv i p!�n p:Gn tcYfrLZ3 TYPE: EST. 1985 CORRECTION DRAWN BY: RECEIVED MAY 2 5 2007 PERMIT CENTEF SEIZMIC MATERIAL HANDLING ENGINEERING 161 Atlantic Street Pomona, California 91768 Tel. (909) 859 - 0989.(909)869 -0981 M.V. DATE: 03/28107 SHAW CONTRACT FLOORING #220 17620 WEST VALLEY PARKWAY TUKWILA, WA 98188 -5510 THESE DRAWINGS AND TEE DESIGN CONTAINED HEREIN ARE PROPERTY OF EP AND SHALL BE USED ONLY FOR THE LIMITED PURPOSE FOR WHICH THEY ARE SUPPLIED AND SHALL BE RETURNED UPON THE REQUEST OF EP AT THE CONCLUSION OF THE CONTRACT FOR WHICH THEY WERE SUPPLIED AND THE CONTENTS SHALL BE MAINTAINED IN CONFIDENCE AND NO OTHER USE SHALL BE MADE OF THESE DRAWINGS OR THIS DESIGN BY THE CUSTOMER, CLIENT OR ANY THIRD PARTY. WARNING: THEN AN INCREASE OF STORAGE HEIGHT IN EXCESS OF (10) INCHES OR COMPLETE REMOVAL OF A STORAGE LEVEL OCCURS, THE LOAD CARRYING CAPACITY OF UPRIGHT FRAME MUST BE REDETERMINED. DO NOT SCALE DRAWING. WRITTEN DIMENSIONS SROWWN ON DRAWING SHOULD BE USED INSTEAD OF SCALING. VERIFY ANY DESCREPANCES WITH ENGINEERED PRODUCTS. WARNING: IF DAMAGE OCCURS, THE AFFECTED PORTION OF THE RACK SHALL BE IMMEDIATELY UNLOADED, AND THE DAMAGED PORTION ADEQUATELY REPAIRED OR REPLACED. PLOT LIMITS DISPLAY EXTENTS WINDOW VLEWf PLOT-RATIO TEXT -SIZE CAD - NUMBER %,Y COOED'S. 96 12 58782 --0 REVISION - Gd DATE CUSTOMER DESCRIPTION SHAY INDUSTRIES TUKWI A, TA PLAN VIEW WAREHOUSE LAYOUT DATE JOB SCALE BY CHH'D. .Zr 1 -31 -07 S8782 EWY 8T (3) DEEP PUSH -BACK RACK (SEE DWG S8782-1) EXISTING CARPET RACK S8782 -0 5 ngineered roducts DWG. NO. rein Greenville, S.C. DESIGNERS, ENGINEERS AND MANUFACTURERS FOR WAREHOUSING, STORAGE AND HANDLING SYSTEMS RECE VEt MAY 2 5 7007 PERMIT CEN1 E E PWREfA ?L5 U %S CO C G) 6 W W cK EXIS NG ARPE CK WAREHOUSE WAREHOUSE NEW 1 CSIMI1-I-1R tx12 CASED OPENING -N I O LAIS 11I`tU/ \ 158" (4) BAYS @ 136' C/'C + 4' = 45' -8" - Co in r ' z I A r , A \ ISTIN C� PET \ \ N °, " ' Av r II Ir I A 3'`e OFFICE FILE STORAGE WC UNIT HEATER e - - � j 7 w J Q CA E STIN ET RAC \ \\ BP MI ® l v 4 �� ns �mn CTINFFRFNCE, _ - 1 ' -a• 1 Eli 0 1 - [113J WHSE / LABOR H ALL IiI �/ l 18' - 10' r� II I I If j ? - - m vOMFN 36' 36' 35' 36' w 103 RECEPT / COPY MI WAITING a ON GrN _ In I c DPEN OFFICE x t 1 io+ l DEERE 108 LTBRARY I__1 HOLD 0 ER OEME ■ n W J W •cL ce L7 fr 9'-D' I I 110 J O 1 OFFICE EU OFFICE ]>en. , . ,•) 1s ® I W -6' XfORM I� U n '- l .., - EMI OFFICE V SHAW CONTRACT FLOORING #220 17620 WEST VALLEY PARKWAY TUKWILA, WA 98188 -5510 THESE DRAWINGS AND TEE DESIGN CONTAINED HEREIN ARE PROPERTY OF EP AND SHALL BE USED ONLY FOR THE LIMITED PURPOSE FOR WHICH THEY ARE SUPPLIED AND SHALL BE RETURNED UPON THE REQUEST OF EP AT THE CONCLUSION OF THE CONTRACT FOR WHICH THEY WERE SUPPLIED AND THE CONTENTS SHALL BE MAINTAINED IN CONFIDENCE AND NO OTHER USE SHALL BE MADE OF THESE DRAWINGS OR THIS DESIGN BY THE CUSTOMER, CLIENT OR ANY THIRD PARTY. WARNING: THEN AN INCREASE OF STORAGE HEIGHT IN EXCESS OF (10) INCHES OR COMPLETE REMOVAL OF A STORAGE LEVEL OCCURS, THE LOAD CARRYING CAPACITY OF UPRIGHT FRAME MUST BE REDETERMINED. DO NOT SCALE DRAWING. WRITTEN DIMENSIONS SROWWN ON DRAWING SHOULD BE USED INSTEAD OF SCALING. VERIFY ANY DESCREPANCES WITH ENGINEERED PRODUCTS. WARNING: IF DAMAGE OCCURS, THE AFFECTED PORTION OF THE RACK SHALL BE IMMEDIATELY UNLOADED, AND THE DAMAGED PORTION ADEQUATELY REPAIRED OR REPLACED. PLOT LIMITS DISPLAY EXTENTS WINDOW VLEWf PLOT-RATIO TEXT -SIZE CAD - NUMBER %,Y COOED'S. 96 12 58782 --0 REVISION - Gd DATE CUSTOMER DESCRIPTION SHAY INDUSTRIES TUKWI A, TA PLAN VIEW WAREHOUSE LAYOUT DATE JOB SCALE BY CHH'D. .Zr 1 -31 -07 S8782 EWY 8T (3) DEEP PUSH -BACK RACK (SEE DWG S8782-1) EXISTING CARPET RACK S8782 -0 5 ngineered roducts DWG. NO. rein Greenville, S.C. DESIGNERS, ENGINEERS AND MANUFACTURERS FOR WAREHOUSING, STORAGE AND HANDLING SYSTEMS RECE VEt MAY 2 5 7007 PERMIT CEN1 E E PWREfA ?L5 C5X6,7 (TYP,) C4x4,5# (TYP,) 4" L -ascss I 7 " I I FRONT PALLET STOP COMMON CONNECT w /FRONT BED SECTION (2) 2" X 1 -1" BOLTS (3) 1/2" X 1" LG, / BOLTS (GRADE # 5) C15x33.9# FLOOR CHANNEL x 62 -1/4" LG, (TYP,) C4x4.5# TYP. (1) 1/2" X 5 -1/2" WEDGE ANCHOR PER POST W/3 -1/2" MIN, EMBEDMENT (TYP,) 136" C/C FRONT VIEW SECTION 'B' —'B' / 2 "X2 "(36 X1 /8KS" I) ANGLE 111 ❑R ,ll FL❑ CHANNEL 'B' 1,890 LBS. 1,890 LBS. CARPET TILE 1 11 1 €iB H i'� 1,890 LBS. 1,890 LBS. CARPET TILE 2,500 LBS. MAX. 132" CLEAR CARPET TILE 2,500 LBS. MAX. r) VCT 1,890 LBS. 26" N) VCT 1,890 LBS. CARPET TILE 27 "/40" 2,500 LBS. MAX. CARPET TILE r) 2,500 LBS. MAX. 1i••7 e'IIkI 54" FRAME 3/16' „ PLEASE NOTE THAT PERIODIC SPECIAL INSPECTION OF ANCHORS IS REQUIRED PER SECTION 1707.5 OF THE IBC 2003. 3-1/4" 2-1/4" SECTION "B -B" C15x33.9# FLOOR CHANNEL x 62-1/4" LG. (TYP.) C4x4.5# (50 (TYP.) ( 3/16" PLATE 1-1/2"x1-1/2"x1/8" STRUCT. ANGLE (2) 1/2"X1" LG. BOLTS GRADE 5 (TYP.) 8 „ 1 t FLOOR CHANNEL x 62-1/4" LG. (TYP.) CARPET TILE PALLET DETAIL MAX. WT. 2,500 LBS. 168" (14'- NOTE: MAXIMUM UNIFORM WIDTH OF CART (3) DEEP PUSHBACK 54" ,, - -- f r y r " END VIEW VCT PALLET DETAIL MAX. WT. 1,890 LBS. LOAD FOR \ 3780# , j 54" FRAME x 168" (TYP. f! BOLT ON FRONT PLATE STOP - 3" x 48 "LG. w /(4) 1/2"x 3" LG." BUTTON HEAD SOCKET BOLTS 1" OD WHEEL SPACER-- 'WHEEL " BLACK RUBBER '�°L 1/2 /2"x2 -1/2" FH SOCKET BOLT BUMPER STOP - 3/8" SERRATED NUT r>...- te r1/2" SERRATED NUT 3/8 "x2" FH SOCKET BOLT 3/8" SERRATED NUT NOTE: FLUSH TOP STACK HEIGHT FRAME FLOOR LEVEL (FLOOR CHANNEL NOT SHOWN) NOTE: 2 -1/4" WELD DOWN 1" OD WHEEL SPACER 1/2 "x2 -1/2" FH SOCKET BOLT 1ST CART -\ WHEELS 3 /8' FENDER SW HERS OP 1/2" X 1-1/2" GRADE 5 BOLT -" & 1/2" SERRATED FLANGE NUT TYPICAL FOR ALL RAIL CONNECTIONS NOTE: 62 -3/4" SECTION "A -A" 1 -3/8" WELD DOWN ../ -1/2" SERRATED NUT — REVi p�p�IANCE FOR CODE APPROVED MAY 2 9 21]O1 City of Tukwila BUILDING DIVISION CART #2 CART E1 52 -1 /2" 1--1-1/2 30-1/4" NOTE: 2- 17/32" WELD DOWN C5X6.7 SUPPORT BEAM DETAILS (45 KSI) FRAME 2ND CART RECEIVEU MAY 2 5 2007 PERMIT CENTEI THESE DRAWINGS AND THE DESIGN CONTAINED HEREIN ARE PROPERTY OF EP AND SHALL BE USED ONLY FOR THE LIMITED PURPOSE FOR WHICH THEY ARE SUPPLIED AND SHALL BE RETURNED UPON THE REQUEST OF EP AT THE CONCLUSION OF THE CONTRACT FOR WHICH THEY WERE SUPPLIED AND THE CONTENTS SHALL BE MAINTAINED IN CONFIDENCE AND NO OTHER USE SHALL BE MADE OF THESE DRAWINGS OR THIS DESIGN BY TIIE CUSTOMER, CLIENT OR ANY THIRD PARTY. WARNING: WHEN AN INCREASE OF STORAGE HEIGHT OR COMPLETE REMOVAL OF A STORAGE LEVEL OCCURS, THE LOAD CARRYING CAPACITY OF UPRIGHT FRAME MUST BE REDETERMINED. IF AN INCREASE OF LOAD CAPACITY OR OUTPUT ON CONVEYORS OCCURS, THE DRIVE REQUIREMENTS MUST BE REDETERMINED. WARNING: IF DAMAGE OCCURS, THE AFFEGrEI) PORTION OF THE RACK SHALL BE IMMEDIATELY UNLOADED, AND THE DAMAGED PORTION ADEQUATELY REPAIRED OR REPLACED. PLOT LBQTS DISPLAY EXTENTS WINDOW VIEW iJ CAD -NO PLOT -RATIO TEXT -SIZE 1 =24 COORD'S. 3 S81 782 - B X,Y X,Y A SYM ADDED SPECIAL INSPECTION NOTATION REVISED FRAMES TO FLAT BAR,ADDED SEISMIC CUPS & ADDED C15 FLOOR CHANNELS REVISION SKH Jsw BY 5 -16 -07 3 -28 -07 DATE CUSTOMER SHAW INDUSTRIES TUKWILA, WA DESCRIPTION (3) —DEEP PUSHBACK STRUCTURAL RACK ELEVATIONS & DETAILS DATE JOB SCALE BY CHK'D. 11 -16 -06 S8782 1/2 " =1' -0' EWY BT S8782 -1 DWG. NO. ngineered roducts Greenville, S.C. DESIGNERS, ENGINEERS AND MANUFACTURERS FOR WAREHOUSING, STORAGE AND HANDLING SYSTEMS i La Lo tuft. 1 1 1 C5X6,7 (TYP,) C4x4,5# (TYP,) 4" L -ascss I 7 " I I FRONT PALLET STOP COMMON CONNECT w /FRONT BED SECTION (2) 2" X 1 -1" BOLTS (3) 1/2" X 1" LG, / BOLTS (GRADE # 5) C15x33.9# FLOOR CHANNEL x 62 -1/4" LG, (TYP,) C4x4.5# TYP. (1) 1/2" X 5 -1/2" WEDGE ANCHOR PER POST W/3 -1/2" MIN, EMBEDMENT (TYP,) 136" C/C FRONT VIEW SECTION 'B' —'B' / 2 "X2 "(36 X1 /8KS" I) ANGLE 111 ❑R ,ll FL❑ CHANNEL 'B' 1,890 LBS. 1,890 LBS. CARPET TILE 1 11 1 €iB H i'� 1,890 LBS. 1,890 LBS. CARPET TILE 2,500 LBS. MAX. 132" CLEAR CARPET TILE 2,500 LBS. MAX. r) VCT 1,890 LBS. 26" N) VCT 1,890 LBS. CARPET TILE 27 "/40" 2,500 LBS. MAX. CARPET TILE r) 2,500 LBS. MAX. 1i••7 e'IIkI 54" FRAME 3/16' „ PLEASE NOTE THAT PERIODIC SPECIAL INSPECTION OF ANCHORS IS REQUIRED PER SECTION 1707.5 OF THE IBC 2003. 3-1/4" 2-1/4" SECTION "B -B" C15x33.9# FLOOR CHANNEL x 62-1/4" LG. (TYP.) C4x4.5# (50 (TYP.) ( 3/16" PLATE 1-1/2"x1-1/2"x1/8" STRUCT. ANGLE (2) 1/2"X1" LG. BOLTS GRADE 5 (TYP.) 8 „ 1 t FLOOR CHANNEL x 62-1/4" LG. (TYP.) CARPET TILE PALLET DETAIL MAX. WT. 2,500 LBS. 168" (14'- NOTE: MAXIMUM UNIFORM WIDTH OF CART (3) DEEP PUSHBACK 54" ,, - -- f r y r " END VIEW VCT PALLET DETAIL MAX. WT. 1,890 LBS. LOAD FOR \ 3780# , j 54" FRAME x 168" (TYP. f! BOLT ON FRONT PLATE STOP - 3" x 48 "LG. w /(4) 1/2"x 3" LG." BUTTON HEAD SOCKET BOLTS 1" OD WHEEL SPACER-- 'WHEEL " BLACK RUBBER '�°L 1/2 /2"x2 -1/2" FH SOCKET BOLT BUMPER STOP - 3/8" SERRATED NUT r>...- te r1/2" SERRATED NUT 3/8 "x2" FH SOCKET BOLT 3/8" SERRATED NUT NOTE: FLUSH TOP STACK HEIGHT FRAME FLOOR LEVEL (FLOOR CHANNEL NOT SHOWN) NOTE: 2 -1/4" WELD DOWN 1" OD WHEEL SPACER 1/2 "x2 -1/2" FH SOCKET BOLT 1ST CART -\ WHEELS 3 /8' FENDER SW HERS OP 1/2" X 1-1/2" GRADE 5 BOLT -" & 1/2" SERRATED FLANGE NUT TYPICAL FOR ALL RAIL CONNECTIONS NOTE: 62 -3/4" SECTION "A -A" 1 -3/8" WELD DOWN ../ -1/2" SERRATED NUT — REVi p�p�IANCE FOR CODE APPROVED MAY 2 9 21]O1 City of Tukwila BUILDING DIVISION CART #2 CART E1 52 -1 /2" 1--1-1/2 30-1/4" NOTE: 2- 17/32" WELD DOWN C5X6.7 SUPPORT BEAM DETAILS (45 KSI) FRAME 2ND CART RECEIVEU MAY 2 5 2007 PERMIT CENTEI THESE DRAWINGS AND THE DESIGN CONTAINED HEREIN ARE PROPERTY OF EP AND SHALL BE USED ONLY FOR THE LIMITED PURPOSE FOR WHICH THEY ARE SUPPLIED AND SHALL BE RETURNED UPON THE REQUEST OF EP AT THE CONCLUSION OF THE CONTRACT FOR WHICH THEY WERE SUPPLIED AND THE CONTENTS SHALL BE MAINTAINED IN CONFIDENCE AND NO OTHER USE SHALL BE MADE OF THESE DRAWINGS OR THIS DESIGN BY TIIE CUSTOMER, CLIENT OR ANY THIRD PARTY. WARNING: WHEN AN INCREASE OF STORAGE HEIGHT OR COMPLETE REMOVAL OF A STORAGE LEVEL OCCURS, THE LOAD CARRYING CAPACITY OF UPRIGHT FRAME MUST BE REDETERMINED. IF AN INCREASE OF LOAD CAPACITY OR OUTPUT ON CONVEYORS OCCURS, THE DRIVE REQUIREMENTS MUST BE REDETERMINED. WARNING: IF DAMAGE OCCURS, THE AFFEGrEI) PORTION OF THE RACK SHALL BE IMMEDIATELY UNLOADED, AND THE DAMAGED PORTION ADEQUATELY REPAIRED OR REPLACED. PLOT LBQTS DISPLAY EXTENTS WINDOW VIEW iJ CAD -NO PLOT -RATIO TEXT -SIZE 1 =24 COORD'S. 3 S81 782 - B X,Y X,Y A SYM ADDED SPECIAL INSPECTION NOTATION REVISED FRAMES TO FLAT BAR,ADDED SEISMIC CUPS & ADDED C15 FLOOR CHANNELS REVISION SKH Jsw BY 5 -16 -07 3 -28 -07 DATE CUSTOMER SHAW INDUSTRIES TUKWILA, WA DESCRIPTION (3) —DEEP PUSHBACK STRUCTURAL RACK ELEVATIONS & DETAILS DATE JOB SCALE BY CHK'D. 11 -16 -06 S8782 1/2 " =1' -0' EWY BT S8782 -1 DWG. NO. ngineered roducts Greenville, S.C. DESIGNERS, ENGINEERS AND MANUFACTURERS FOR WAREHOUSING, STORAGE AND HANDLING SYSTEMS i Lo tuft. 1 1 1 11� C5X6,7 (TYP,) C4x4,5# (TYP,) 4" L -ascss I 7 " I I FRONT PALLET STOP COMMON CONNECT w /FRONT BED SECTION (2) 2" X 1 -1" BOLTS (3) 1/2" X 1" LG, / BOLTS (GRADE # 5) C15x33.9# FLOOR CHANNEL x 62 -1/4" LG, (TYP,) C4x4.5# TYP. (1) 1/2" X 5 -1/2" WEDGE ANCHOR PER POST W/3 -1/2" MIN, EMBEDMENT (TYP,) 136" C/C FRONT VIEW SECTION 'B' —'B' / 2 "X2 "(36 X1 /8KS" I) ANGLE 111 ❑R ,ll FL❑ CHANNEL 'B' 1,890 LBS. 1,890 LBS. CARPET TILE 1 11 1 €iB H i'� 1,890 LBS. 1,890 LBS. CARPET TILE 2,500 LBS. MAX. 132" CLEAR CARPET TILE 2,500 LBS. MAX. r) VCT 1,890 LBS. 26" N) VCT 1,890 LBS. CARPET TILE 27 "/40" 2,500 LBS. MAX. CARPET TILE r) 2,500 LBS. MAX. 1i••7 e'IIkI 54" FRAME 3/16' „ PLEASE NOTE THAT PERIODIC SPECIAL INSPECTION OF ANCHORS IS REQUIRED PER SECTION 1707.5 OF THE IBC 2003. 3-1/4" 2-1/4" SECTION "B -B" C15x33.9# FLOOR CHANNEL x 62-1/4" LG. (TYP.) C4x4.5# (50 (TYP.) ( 3/16" PLATE 1-1/2"x1-1/2"x1/8" STRUCT. ANGLE (2) 1/2"X1" LG. BOLTS GRADE 5 (TYP.) 8 „ 1 t FLOOR CHANNEL x 62-1/4" LG. (TYP.) CARPET TILE PALLET DETAIL MAX. WT. 2,500 LBS. 168" (14'- NOTE: MAXIMUM UNIFORM WIDTH OF CART (3) DEEP PUSHBACK 54" ,, - -- f r y r " END VIEW VCT PALLET DETAIL MAX. WT. 1,890 LBS. LOAD FOR \ 3780# , j 54" FRAME x 168" (TYP. f! BOLT ON FRONT PLATE STOP - 3" x 48 "LG. w /(4) 1/2"x 3" LG." BUTTON HEAD SOCKET BOLTS 1" OD WHEEL SPACER-- 'WHEEL " BLACK RUBBER '�°L 1/2 /2"x2 -1/2" FH SOCKET BOLT BUMPER STOP - 3/8" SERRATED NUT r>...- te r1/2" SERRATED NUT 3/8 "x2" FH SOCKET BOLT 3/8" SERRATED NUT NOTE: FLUSH TOP STACK HEIGHT FRAME FLOOR LEVEL (FLOOR CHANNEL NOT SHOWN) NOTE: 2 -1/4" WELD DOWN 1" OD WHEEL SPACER 1/2 "x2 -1/2" FH SOCKET BOLT 1ST CART -\ WHEELS 3 /8' FENDER SW HERS OP 1/2" X 1-1/2" GRADE 5 BOLT -" & 1/2" SERRATED FLANGE NUT TYPICAL FOR ALL RAIL CONNECTIONS NOTE: 62 -3/4" SECTION "A -A" 1 -3/8" WELD DOWN ../ -1/2" SERRATED NUT — REVi p�p�IANCE FOR CODE APPROVED MAY 2 9 21]O1 City of Tukwila BUILDING DIVISION CART #2 CART E1 52 -1 /2" 1--1-1/2 30-1/4" NOTE: 2- 17/32" WELD DOWN C5X6.7 SUPPORT BEAM DETAILS (45 KSI) FRAME 2ND CART RECEIVEU MAY 2 5 2007 PERMIT CENTEI THESE DRAWINGS AND THE DESIGN CONTAINED HEREIN ARE PROPERTY OF EP AND SHALL BE USED ONLY FOR THE LIMITED PURPOSE FOR WHICH THEY ARE SUPPLIED AND SHALL BE RETURNED UPON THE REQUEST OF EP AT THE CONCLUSION OF THE CONTRACT FOR WHICH THEY WERE SUPPLIED AND THE CONTENTS SHALL BE MAINTAINED IN CONFIDENCE AND NO OTHER USE SHALL BE MADE OF THESE DRAWINGS OR THIS DESIGN BY TIIE CUSTOMER, CLIENT OR ANY THIRD PARTY. WARNING: WHEN AN INCREASE OF STORAGE HEIGHT OR COMPLETE REMOVAL OF A STORAGE LEVEL OCCURS, THE LOAD CARRYING CAPACITY OF UPRIGHT FRAME MUST BE REDETERMINED. IF AN INCREASE OF LOAD CAPACITY OR OUTPUT ON CONVEYORS OCCURS, THE DRIVE REQUIREMENTS MUST BE REDETERMINED. WARNING: IF DAMAGE OCCURS, THE AFFEGrEI) PORTION OF THE RACK SHALL BE IMMEDIATELY UNLOADED, AND THE DAMAGED PORTION ADEQUATELY REPAIRED OR REPLACED. PLOT LBQTS DISPLAY EXTENTS WINDOW VIEW iJ CAD -NO PLOT -RATIO TEXT -SIZE 1 =24 COORD'S. 3 S81 782 - B X,Y X,Y A SYM ADDED SPECIAL INSPECTION NOTATION REVISED FRAMES TO FLAT BAR,ADDED SEISMIC CUPS & ADDED C15 FLOOR CHANNELS REVISION SKH Jsw BY 5 -16 -07 3 -28 -07 DATE CUSTOMER SHAW INDUSTRIES TUKWILA, WA DESCRIPTION (3) —DEEP PUSHBACK STRUCTURAL RACK ELEVATIONS & DETAILS DATE JOB SCALE BY CHK'D. 11 -16 -06 S8782 1/2 " =1' -0' EWY BT S8782 -1 DWG. NO. ngineered roducts Greenville, S.C. DESIGNERS, ENGINEERS AND MANUFACTURERS FOR WAREHOUSING, STORAGE AND HANDLING SYSTEMS i tuft. 1 1 1 11� iii! — - �� C3X3.5 (50 KSI) 2 "X2" TUB (.120 WALL (TYP,) � �_A•iip■nml.� _� �I■■MIE__ • I , I I _ iU [ i C3X3.5 ■M — - I• �_m■ C3X3.5 (50 KSI) C3X3.5 (50 KSI) IMINIMIIIII lllllr�r��rMIl �■r_■■_1 TUBE (.120 WALL) (TYP,) �w■��i��l n (50 KSI ( ) I I 1 � (LH) C3X ASM. (50 SI) I I ■ C3X3.5 (50 KSI) N 2"X2" C3X3.5 (50 KSI) C3X3.5 FRONT BED SECTION I � — - - 1iiI���� C5X6,7 (TYP,) C4x4,5# (TYP,) 4" L -ascss I 7 " I I FRONT PALLET STOP COMMON CONNECT w /FRONT BED SECTION (2) 2" X 1 -1" BOLTS (3) 1/2" X 1" LG, / BOLTS (GRADE # 5) C15x33.9# FLOOR CHANNEL x 62 -1/4" LG, (TYP,) C4x4.5# TYP. (1) 1/2" X 5 -1/2" WEDGE ANCHOR PER POST W/3 -1/2" MIN, EMBEDMENT (TYP,) 136" C/C FRONT VIEW SECTION 'B' —'B' / 2 "X2 "(36 X1 /8KS" I) ANGLE 111 ❑R ,ll FL❑ CHANNEL 'B' 1,890 LBS. 1,890 LBS. CARPET TILE 1 11 1 €iB H i'� 1,890 LBS. 1,890 LBS. CARPET TILE 2,500 LBS. MAX. 132" CLEAR CARPET TILE 2,500 LBS. MAX. r) VCT 1,890 LBS. 26" N) VCT 1,890 LBS. CARPET TILE 27 "/40" 2,500 LBS. MAX. CARPET TILE r) 2,500 LBS. MAX. 1i••7 e'IIkI 54" FRAME 3/16' „ PLEASE NOTE THAT PERIODIC SPECIAL INSPECTION OF ANCHORS IS REQUIRED PER SECTION 1707.5 OF THE IBC 2003. 3-1/4" 2-1/4" SECTION "B -B" C15x33.9# FLOOR CHANNEL x 62-1/4" LG. (TYP.) C4x4.5# (50 (TYP.) ( 3/16" PLATE 1-1/2"x1-1/2"x1/8" STRUCT. ANGLE (2) 1/2"X1" LG. BOLTS GRADE 5 (TYP.) 8 „ 1 t FLOOR CHANNEL x 62-1/4" LG. (TYP.) CARPET TILE PALLET DETAIL MAX. WT. 2,500 LBS. 168" (14'- NOTE: MAXIMUM UNIFORM WIDTH OF CART (3) DEEP PUSHBACK 54" ,, - -- f r y r " END VIEW VCT PALLET DETAIL MAX. WT. 1,890 LBS. LOAD FOR \ 3780# , j 54" FRAME x 168" (TYP. f! BOLT ON FRONT PLATE STOP - 3" x 48 "LG. w /(4) 1/2"x 3" LG." BUTTON HEAD SOCKET BOLTS 1" OD WHEEL SPACER-- 'WHEEL " BLACK RUBBER '�°L 1/2 /2"x2 -1/2" FH SOCKET BOLT BUMPER STOP - 3/8" SERRATED NUT r>...- te r1/2" SERRATED NUT 3/8 "x2" FH SOCKET BOLT 3/8" SERRATED NUT NOTE: FLUSH TOP STACK HEIGHT FRAME FLOOR LEVEL (FLOOR CHANNEL NOT SHOWN) NOTE: 2 -1/4" WELD DOWN 1" OD WHEEL SPACER 1/2 "x2 -1/2" FH SOCKET BOLT 1ST CART -\ WHEELS 3 /8' FENDER SW HERS OP 1/2" X 1-1/2" GRADE 5 BOLT -" & 1/2" SERRATED FLANGE NUT TYPICAL FOR ALL RAIL CONNECTIONS NOTE: 62 -3/4" SECTION "A -A" 1 -3/8" WELD DOWN ../ -1/2" SERRATED NUT — REVi p�p�IANCE FOR CODE APPROVED MAY 2 9 21]O1 City of Tukwila BUILDING DIVISION CART #2 CART E1 52 -1 /2" 1--1-1/2 30-1/4" NOTE: 2- 17/32" WELD DOWN C5X6.7 SUPPORT BEAM DETAILS (45 KSI) FRAME 2ND CART RECEIVEU MAY 2 5 2007 PERMIT CENTEI THESE DRAWINGS AND THE DESIGN CONTAINED HEREIN ARE PROPERTY OF EP AND SHALL BE USED ONLY FOR THE LIMITED PURPOSE FOR WHICH THEY ARE SUPPLIED AND SHALL BE RETURNED UPON THE REQUEST OF EP AT THE CONCLUSION OF THE CONTRACT FOR WHICH THEY WERE SUPPLIED AND THE CONTENTS SHALL BE MAINTAINED IN CONFIDENCE AND NO OTHER USE SHALL BE MADE OF THESE DRAWINGS OR THIS DESIGN BY TIIE CUSTOMER, CLIENT OR ANY THIRD PARTY. WARNING: WHEN AN INCREASE OF STORAGE HEIGHT OR COMPLETE REMOVAL OF A STORAGE LEVEL OCCURS, THE LOAD CARRYING CAPACITY OF UPRIGHT FRAME MUST BE REDETERMINED. IF AN INCREASE OF LOAD CAPACITY OR OUTPUT ON CONVEYORS OCCURS, THE DRIVE REQUIREMENTS MUST BE REDETERMINED. WARNING: IF DAMAGE OCCURS, THE AFFEGrEI) PORTION OF THE RACK SHALL BE IMMEDIATELY UNLOADED, AND THE DAMAGED PORTION ADEQUATELY REPAIRED OR REPLACED. PLOT LBQTS DISPLAY EXTENTS WINDOW VIEW iJ CAD -NO PLOT -RATIO TEXT -SIZE 1 =24 COORD'S. 3 S81 782 - B X,Y X,Y A SYM ADDED SPECIAL INSPECTION NOTATION REVISED FRAMES TO FLAT BAR,ADDED SEISMIC CUPS & ADDED C15 FLOOR CHANNELS REVISION SKH Jsw BY 5 -16 -07 3 -28 -07 DATE CUSTOMER SHAW INDUSTRIES TUKWILA, WA DESCRIPTION (3) —DEEP PUSHBACK STRUCTURAL RACK ELEVATIONS & DETAILS DATE JOB SCALE BY CHK'D. 11 -16 -06 S8782 1/2 " =1' -0' EWY BT S8782 -1 DWG. NO. ngineered roducts Greenville, S.C. DESIGNERS, ENGINEERS AND MANUFACTURERS FOR WAREHOUSING, STORAGE AND HANDLING SYSTEMS