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Home My WebLink AboutPermit D06-319 - Segale Properties - Industrial Distribution Group - Storage RacksINDUSTRIAL DISTRIBUTION 5835 SEGALE PK DR C EXPIRED 09 -16 -07 D06 -319 City de Tukwila Parcel No.: 3523049018 Address' 5835 SEGALE PARK DR C TUKW Suite No: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us Tenant: Name: INDUSTRIAL DISTRIBUTION GROUP Address: 5835 SEGALE PK DR B, TUKWILA WA Owner: Name: SEGALE PROPERTIES Address' PO BOX 88028, TUKWILA WA, 98138 Phone: Contact Person: Name: MARK GARMAN - CALL WHEN PERMIT IS READY Address' „ Phone: 704 648 -9212 Contractor: Name: OWNER AFFIDAVIT ON FILE - STEVE BERGER Address: , Phone: Contractor License No: Value of Construction: $0.00 Type of Fire Protection: SPRINKLERS /AFA Type of Construction: doc: IBC - PERMIT DEVELOPMENT PERMIT " "continued on next page** Permit Number: D06 -319 Issue Date: 09/15/2006 Permit Expires On: 03/14/2007 Expiration Date: Steven M. Mullet, Mayor Steve Lancaster, Director DESCRIPTION OF WORK: INSTALLATION OF 126 SECTIONS OF 42 "X240" PALLET RACK, 18 SECTIONS OF 48 "X240" PALLET RACK, 42 SECTIONS OF 42 "X192" PALLET RACK, AND 18 SECTIONS OF 48 "X 83" PALLET RACK. INSTALL 549 SECTIONS OF 18 "X84" SHELVING AND 119 SECTIONS OF 24 "X84" OF SHELVING. Fees Collected: $1,679.22 International Building Code Edition: 2003 Occupancy per IBC: D06 -319 Printed: 09-15-2006 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: City ar Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us N N Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: I hereby certify that I have read and governing this work will b -- • doc: IBC - PERMIT Number: 0 Size (Inches): 0 Start Time: End Time: Volumes: Cut 0 c.y. Fill 0 c.y. Start Time: End Time: Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D06 -319 Issue Date: 09/15/2006 Permit Expires On: 03/14/2007 / llMJ Date: 0 Wolf s permit and know the same to be true and correct. All provisions of law and with, whether specified herein or not. The granting thi • it does t presume to give authority to violate or cancel the provisions of any other state or local laws regulating co t c i •nor the rmance of work. I am authorized to sign and obtain this developmen permit. Signature: , Date: °t 1 S i CD Svz Print Name: - t- 1!'E�'QCak-"P—_ This permit shall become null and void If the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. 006 -319 Printed: 09 -15 -2006 Parcel No.: 3523049018 Address* 5835 SEGALE PARK DR C TUKW Suite No: Tenant: INDUSTRIAL DISTRIBUTION GROUP 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 4: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. doc: Conditions City Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: cttukwila.wa.us PERMIT CONDITIONS Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: 006 -319 Status: ISSUED Applied Date: 08/16/2006 Issue Date: 09/15/2006 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 7: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 8: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248 - 6630). 9: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 10: ** *PLUMBING AND GAS PIPING * ** 11: ** *FIRE DEPARTMENT CONDITIONS * ** 12: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 13: 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) 14: 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 D06 -319 Printed: 09-15-2006 City &'Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ettuhwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director 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 3.5 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) 15: 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) 16: 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) 17: 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 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) 18: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 19: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 20. Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 21: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 22: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 23: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I ", and the minimum spacing between letters shall not be less than 0.375 Inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.5.1) 24: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes In case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 25: Means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1 foot - candle (11 lux) at the floor level. The power supply for the means of egress illumination shall normally be provided by the premise's doc: Conditions 008 -319 Printed: 09 -15 -2006 City OTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206 -431 -3665 Web site: cttukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director electrical supply. In event of a power failure an emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 26: 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) 27: 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) 28: 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) 29: Maintain fire 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) 30: 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) 31: Post signs conspicously on racks throughout aerosol storage area stating "maximum storage height 15 ft." 32: 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) 33: The Fire Prevention Bureau has determined that due to the amount, nature or use of hazardous materials at your facility, a Hazardous Materials Management Plan is required. (IFC 2701.5.1(1 -8)) 34: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 35: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 36: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. dot: Conditions **continued on next page ** 006 -319 Printed: 09 -15 -2006 Signature: Print Name: ( J ?1lv' f- RF'4 cICR. doc: Conditions City &iv Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construcipn or the performance of work. \ Date: ' 5 Co D06 -319 Printed: 09 -15 -2006 tI II Lit IVAWILA Community Developmen ' rtment Public Works Departmen Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htto://www.ci.tukwila.wa.us Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. "Please Print" King Co Assessor's Tax No.: Act-W 4 ' C ID ` /l Site Address: SeCnAL E l 4211. Cl— Suite Number. Floor: Tenant Name i.snu SC¢t - 1 -l.% tArtteNt.3 ex2c) s P New Tenant: Yes ❑..No Property Owners Name:G.At.e. P2C�rc si; Re's Mailing Address: Mailing Address:p O . V.cs c, ( Z , , Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: Day Telephone: 1c - SIO - en .Z C.-. --- tor stlr WA C IFSIOCa, City State Zip Fax Number. 70th - 762.-51Z State Zip Contractor Registration Number: Expiration Date: Company Name: Mailing Address: Contact Person: E-Mail Address: City Day Telephone: Fax Number: state Zip Company Name: tt.A,Pe W r Ewa4tt4£EQst.3 Gt -4 ai•-) VIA state City stat tip ContactPerson:MAM P.A-tA . /3.8 • - t1�c�sf Day Telephone: 26 - $33 - ( In nfo E-Mail Address:01 po►tA ka) fl tpPX*-e A o Cr re Fax Number: Z3 - 43 g 1 -•2 Lbb Mailing Address: P O . 'SOX C-13(0 Q1Appiiutiomwomu- Application On LIneU -1006 - Permit AppliaUOn.doc Revised: 41006 • bh Page I of 6 • _ Valuation of Project (contractor's bid price): $ r 1 000 Existing Building Valuation: $ Scope of Work (please provide detailed information): fl sn t aro Sterna..., es % — 4Z" 1 PALLer ¢Ac-� % . e o - 4 %" "e 240" Pau fl 1 dPTti 47- C „o. s o - A V ' c tot" Rp - + c . 1 23 cals, 41%" m ls're tA__ 54°1 c¢xtoo of t4\",c EA" svin vt•.x. t l°, SentoA.)5 o� '2A" ,c_ 11.4" 54tetily- n' Will there be new rack storage? Fl ..Yes ❑.. No (If yes, a separate permit and plan submittal will be required) PLANNING DIVISION: Single- family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 Inches) For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes ❑ ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: �.. Sprinklers Tit ..Automatic Fire Alarm ❑ ..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? .. Yes ❑ ..No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantit es 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. Q:NpplintiantPonn.-Appliutiau On Line' -2006 - Pamit Applicetion.doe Reviled: 4-2006 bh Page 2 of 6 ;Y'iittureT7'134; Q(S ,xFixttireType _ Qty ; FixtureTypc ;QW: ixtu -T5 .:,. :Qty.: Bathtub or combination bath/shower Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic Floor drain Sinks Dental unit, cuspidor Shower, single head trap Urinals Dishwasher, domestic, with independent drain Lavatory Water Closet Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Repair or alteration of water piping and/or water treating equipment Repair or alteration of drainage or vent piping Medical gas piping system serving one to five inlets/outlets for specific gas Additional medical gas inlets/outlets — six or more PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: City State LP Contact Person: Day Telephone: E -Mail Address: Fax Number: Expiration Date: Contractor Registration Number: Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Q:IMVtwtsW0" On uaev -2006 . Permit Applicatimedoe Revised: 4-2006 b6 Page 5 of 6 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 Signature: UTHORIZED AGENT: Print Name: " fCC__ Mailing Address: P—its - S c��...c. I Date Application Accepted: I i� 1 Q :AppliaYlons\Fmms-Appliatimn On Li30-2006 - Pam it Appliation.doe Revised: 4 -2006 bh Date: 1,6 Y Day Telephone: Zao 'St t13.6 ASR a \4.A. `Tie. UJe> City State Zip Page 6 of 6 Date Application Expires: 021 Staff Initials: City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 3523049018 Permit Number: D06 -319 Address: 5835 SEGALE PARK DR C TUKW Status: PENDING Suite No: Applied Date: 08/16/2006 Applicant: INDUSTRIAL DISTRIBUTION GROUP Issue Date: Receipt No.: R06 -01273 Payment Amount: 1,679.22 Initials: JEM Payment Date: 08/16/2006 11:21 AM User ID: 1165 Balance: $0.00 Payee: INDUSTRIAL DISTRIBUTION GROUP TRANSACTION LIST: Type Method Description Amount RECEIPT Payment Check 936261 1,679.22 ACCOUNT ITEM LIST: Description Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE Account Code 000/322.100 000/345.830 000/386.904 1,014.98 659.74 4.50 Total: 1,679.22 8691 08/16 9716 TOTAL 1679.22 doc: Receipt — Printed: 08-16-2006 Project: .�/ /./ %it / / 12 ' Type of Inspection: v /76 :i_v Address: Date Called: Special Instructions: C.- Date Wanted: a.m. " 5 — 20 - 07 e Requester: Phone No: 24 :6 " #•.• I. SPELT . NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: / Cdh 5, pay P tit4 n? " ) 1!7 it, "/ -A IXCci 7 /o c r,L?fln I) dbr. ;c r l. e /n,,.,/ L . 4 f - L -, y 4 7 re-, k' fizaJte4rt ./.ic a v 72., e # 3) P5-1 . r% )q4j ❑ Approved per applicable codes. 17 $58.0 REINSPECT! FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: INSPECTION RECORD Retain a copy with permit PE , I / 4 2 b'. 431-3 7 Corrections required prior to approval. Project: T �IS Type of Inspection: t, S- // Y� fret, %%" / ;../. Addle' ss: c5 e cri 1 l' Date Called: Special Instructions: Date Wanted:_ a.m. C. � Requester: Phone No: INSPECTION NO. .INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 COMMENTS: Snr,t, 111■4. 5 y// r.^ 10' t2 netad lei, /4 6 ' s e . 4s t asa f'Y <?rWr Ins peca V Date:9„e W pproved per applicable codes. RCorrections required prior to approval. ❑ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: Date: ProLct: �o l.� 514-47/ P Type of Inspection: 4 7 1 t.. rsu ..rr�-og Address: S13S g d C- Date Called: J Specia I nstructions: v Date Wanted: y 70 a. Requester: Phone No: - INSPECTION RECORD Retain a copy with permit INSPE ON NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 . Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: Sec r .• i I ri $58.blfREINSPECTIOf. FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: • (206)431 -3670' Project: r ed: �r �i �i i rj u {ia vr G� n u � Type of Inspection: E Ptr, �nc c� / / l� 4/ n) Suite #: S83S' Se D u le 6jk A. C. Contact P�fisO Fire Alarm: Special Instructions: Phone No.: Hood & Duct: Needs Shift Inspection: /'V// Sprinklers: / Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: I INSPECTION NUMBER Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Word /Inspection Record Form.Doc 1/13/06 004- 3/ 13 / PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 n Corrections required prior to approval. $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from ity of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 COMMENTS: CM e'Cr C Inspector: Date: c/All Hrs.: , Qap®rrit C rffighswiong ni)al CONSULTING ENGINEERS /CIVIL AND STRUCTURAL STRUCTURAL SEISMIC DESIGN CALCULATIONS OF FOR Pion t c. Industrial distribution Group 5601 First Avenue south Seattle, WA 98108 REI Job No. 06067 August 2006 RACK STORAGE at $ EGALE BUSINESS PARK 5835 SEGALE DRIVE "C" BUILDING 981 TUKWILA, WA 98188 FILE COPY Permit No. -- ; ... ;t REVIEWED FOR - CODE COMPLIANCE SEP 1 3 2006 City Of Tukwila BUILDING DIVISION 1519 West Valley Highway North /Suite 101 Post Office Box 836 /Auburn, WA 98071 253 - 833 -7776 Fax 253- 939 -2168 RECEIVED CI I Y OF RIKWILP AUG 1 6 2006 170(iri PERMIT CENTER B11 a Rack Dliinensiotis Will X L Number of Levels Base Plate ;.. 1 X W XL - Anchor Bolt . . HMI KwIk Bolt 111 (wlo Special lnspectioh) - -' -A- `49 X837. ":. ... -....g ...3/8 "'X - 57X.8" -(2) 1/2".X..3- 1/tEmbed 42"X2otx lo8"'. 5 ' 7 /18"X5 "X8" (4) lir X 312"Embed. Cl - 48 "X20 " . '5- 'MB" X5"X8" : . -. (4) - 12'X 31/2' Embed. .' 42"X20, X108 "' '4 . : 3/8 "X5 "X8 ".. ..(4) 12" X 312" Embed. ... 42" X 18`X98" - 5 - 3/8" X 5" X 8" - (2)' X 312 " Embed. pert COi]giBn e e [r� tn) o 0 CONSULTING ENGINEERS/CVILAND STRUCTURAL 1519 West Valley Highway North/Suite 101 /Auburn, WA 98001 Post Office Box 836/Aubum,WA 98071 253 -833 -7778 Fax 253 -939 -2168 2 2 4 6 6 a _ 2 + 6 6 n 2 3 , s Jos oCn(c1 Gt6>aeve vat 4 .sz gj -tuac SHEEr NO OF CALCULATED BY l_` OATEN, r t L CHECKED BY DATE WALE _ 3. 6 5 5 a 6 < — 3 , z The base plates and anchor bolts to the base of five different types of tads columns will be designed for seismic forces in accordance with the design codes of IBC 2003 and ASCE7 -02. - - - Design Loads: Seismic Zone: Seismic Coefficients: Si- 1.274 i Each Rack level Vertical Load Carrying Capacity 0.435 trait- It w/ C-4)' ttlLTI iyAcicl.4% "tio catty 5000 Lbs 4 4411 4 4.4pAC S kkacK 04014M entitizt I rnlat 1k4(14-) IlT • 11/444 etc. • X10" ScJt�.�E" 0 • PfCUUCTan N } 4.f ?3d v2L Zsank - ama. cigar/ova azt oL -�rvr V ,• - i - 4 � •• ..•. •M u n . r 7 `N yiiou • Rupert Engineering, Inc. Consulting Enginers CMI and Structural 1519 West Valley Highway North Suite #101 Auburn WA 98001 or�cd"r�, ASCE 7-02 Earthquake Load Calculations Description Determination of Sesimic Coefficients Occupancy Category ASCE 7-02 Table 1 -1, 2003 IBC Table 1604.5 "I" : Buildings and other structures that represent a low hazard to human life in the event of failu Occupancy Importance Factor a 1.00 Seismic Use Group = Ground Motion Latitude = 47.449 deg North Longitude = Location: Site Coefficients Fa & Fv (using straight interpolation from table values) Fa = Fv = S Ms S M1 = Fa' Ss Fv *S1 Design Spectral Acceleration SDSaS MS* 2I3 SDI =S M1 " 273 Seismic Design Category Basic Seismic Force Resisting System Response Modification Coefficient " R " System Overstrength Factor " Wo " Deflection Amplification Factor " Cd " a 0.00 0.00 0.00 I 122.280 deg West Seattle, King County, WA 98188 1.274 0.681 0.849 0.454 Title : Segale Building Park - Building 981 Job # 06067.0 Dsgnr. TCL Date: 2:47PM, 10 AUG 06 Descrlptlon :nick Seismic Holdown Design Scope: ASCE 7 -02 9.1.4 ASCE 7 -02 Table 9.1.3 ASCE 7 -02 9 41 1, 2003 IBC 1615.1 Max. Ground Motions, 5% Damping, from USGS 1996 maps : S S - 1.274 g, 0.2 sec response S I a 0.435 g, 1.0 sec response Site Classification ASCE 7 -02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1 "D": Shear Wave Velocity 600 to 1,200 ft/sec = D 1.00 1.66 ASCE 7 -02 9.4.1.2.4, 2003 IBC 1615.1.2 Maximum Considered Eartguake Acceleration ASCE 7 -02 Equation 9.4.1.2.4 -1 & 2, 2003 !BC Equations 16-38 & 16-39 ASCE 7 -02 9.4.1.2.5, 2-3 IBC 1615.1.3 = D ASCE 7 -02 9.4.2.1, 2003 !BC 1616.3 (SDS is most severe ) ASCE 7 -02 Table 9.5.2.2, 2003 IBC Table 1617 6.2 NOTE! See ASCE 7 -02 for all applicable footnotes. Building height Limits : Category "A & B" Limit Limit = Category "C" Limit Limit = Category "D" Limit Limit = Category "E" Limit Limit = Category "F" Limit Limit = Page 1 I sbuclural enigna»-CajWa ans Rupert Engineering, Inc Job #06067 1519 West Valley Highway North, Auburn, WA 98001 8/10/2006 PROJECT NAME: TYPE "A" RACKS (49" X 83" X 72") © Building 981 for SEGALE BUSINESS PARK TUKWILA, WA 98188 SCOPE OF WORK Determine Anchorage and baseplate requirements for the storage rack subject to seismic loading per the 2003 international Building Code and ASCE 7-02. Rack design per the Manufacturer. SEISMIC COEFFICIENTS AND VERTICAL DISTRIBUTION: Site Class: Mapped Maximum Considered Earthquake Spectral Response Acceleration at Short Periods: Mapped Maximum Considered Earthquake Spectral Response Acceleration at 1- Second Period: Site Coefficient Site Coefficient Five - percent Damped Design Spectral Response Acceleration at Short Periods: Five- percent Damped Design Spectral Response Acceleration at 1-Second Period: Seismic Design Category: Response Modification Factor. Rack Width: Number of Levels: S. = S, = Fa = F„ = SDS = 501 = R = W= Rated Level Load Number Capacity Height, h„ 1 5.00 k 6.92 FT 2 5.00 k 5.46 FT 3 5.00 k 4.00 FT D ASCE 7 -02 TABLE 9.4.1.2 1.274 ASCE 7 -02 FIGURE 9.4.1.1(a) 0.435 ASCE 7 -02 FIGURE 9.4.1.1(b) 1.00 ASCE 7 -02 TABLE 9.4.1.2.4a 1 565 ASCE 7 -02 TABLE 9.4.1.2.4b 0.85 ASCE 7 -02 9.4.1.2.5 0.45 ASCE 7 -02 9.4.1.2.5 D ASCE 7 -02 TABLE 9.4.2.1b 4 ASCE 7 -02 TABLE 9.14.5.1.1 4.08 FEET 3 4 Rupert Engineering, Inc Job #06067 1519 West Valley Highway North, Auburn, WA 98001 8/10/2006 Condition 1 - The operating weight is taken to be the weight of the rack plus every storage level loaded to 67 percent of its rated load capacity. (ASCE 7 -02 9.14.6.3.2.a) Level Number Weight, w„ Height h, F M (Sos)(h,)/W (kips) (feet) (kips) (k ft) 1 3.35 6.92 0.85 5.90 t44 2 3.35 5.46 0.85 4.66 1.14 3 3.35 4.00 0.85 3.41 0.83 TOTALS: 10.05 Overturning Moment Z(w,YW/ = Mee - M,es = Download: Uplift TOTALS: 5.00 Overturning Moment E(w„j'W/2 = Mot - M„e = MM = M „e = M = Med _ Men Medd = 2.56 13.98 13.98 k -ft 20.52 k -ft -6.54 k -ft 8.45 k -1.60 k Condition 2 -The operating weight is taken to be the weight of the rack plus the highest storage level only loaded to 100 percent of its rated load capacity. (ASCE 7 -02 9.14.6.3.2.b) Level Number Weight, w„ Height, h, F„ M (kips) (feet) (kips) (k -ft) 1 5.00 6.92 1.27 8.81 2 0.00 5.46 0.00 0.00 3 0.00 4.00 0.00 0.00 1.27 8.81 8.81 k -ft 10.21 k -ft -1.40 k -ft Download: 4.66 k Uplift -0.34 k Rupert Engineering, Inc Job #06067 1519 West Valley Highway North, Auburn, WA 98001 8/10/2006 Condition 3 - Maximum Upload: The maximum upload occurs when (S > 5/3 for all levels. (Note: R must = 4, or else program must be changed so that (S Dsh ,) /(W*R) > 5/12) Level Number Weight, w, Height. h, F„ M (kips) (feet) (kips) (k -ft) 1 3.35 6.92 0.85 5.90 2 0.00 5.46 0.00 0.00 3 0.00 4.00 0.00 0.00 TOTALS: 3.35 0.85 5.90 Overturning Moment M = 5.90 k -ft 2(w = M,,. = 6.84 k -ft Ma - Mon = Mmd = -0.94 k -ft Download: 3.12 k Uplift: -0.23 k Rack Type: Pallet Maximum Download: 8.45 k Maximum Uplift: -0.23 k Seismic Base Shear: 3.82 k ASCE 7 -02 EQ. 9.5.4.1 so ■ Rupert Engineering, Inc Job #06067 1519 West Valley Highway North, Auburn, WA 98001 8/10/2006 DESIGN DATA Concrete Slab Thickness: 6 IN Concrete Compressive c = 3000 PSI Allowable Soil Bearing Pressure: 2500 PSF Steel Baseplates: F 36 KSI Column Dimensions: Length: X = 4.50 IN Width: Y= 2.75 IN Plate Dimensions: Length: x 8.001N Width: y = 6.001N A2mu = 4xy 160.00 IN` Maximum Supporting Area Geometrically Similar to and Concentric with Base - plate SLAB SHEAR ANALYSIS: Perimeter of Critical Loading Area: Shear Strength: 0.00 IN (side of column parallel with longest baseplate dimension) (longer of baseplate dimensions) AISC LRFD, pg 11 (Input necessary only if different from A 2m a) SLAB CRUSHING ANALYSIS: Required Base -plate Area to Avoid Concrete Crushing: 0.19 in AISC LRFD, Volume 2, Page 11-58 Base -plate Area Provided: 40 in SLAB OK fro = 50 in V,= 55.5 kips ACI 11.12.2.1, Equation 11-33 a, = 40 V,= 83.8 kips ACI 11.12.2.1, Equation 11 -34 V = 49.3 kips ACI 11.12.2.1, Equation 11 -35 V = 49.3 kips > 8.45 kips SLAB OK ■ Rupert Engineering, Inc Job #06067 1619 West Valley Highway North, Auburn, WA 98001 8/10/2006 BASEPLATE ANALYSIS: BOLT ANALYSIS: Number of Bays Sharing Baseplate: P„= Factored Constrained Compressive Strength of Concrete: Required Thickness: Type of Bolt Bolt Diameter. Bolt Embedment Depth: Number of Bolts per Baseplate: Shear Capacity per Bolt Total Bolt Shear Capacity: Tension Capacity per Bolt Total Bolt Tension Capacity: 1998 AISC LRFD, Volume 2, pgs 11 -57ff Pp= m= n= n' ; ate = /,n = 2 8.45 kips/baseplate 204 kips 1.8625 = (0.5)(N- 0.95d) 1.4 = (0.5)(B- 0.8b 0.879 0.033 0.182 0.160 1.863 = max(m, n, 0.9•F .x• y 0.213 in Hilti Kwik Boit Ill w/o special Inspection 112 inch 3 -1/2" inches 2 2186 LBS 8.74 k 1024 LBS 4.10 k a St - MAcks 3.82 k OK -0.23 k OK 8 Rupert Engineering, Inc Job #06067 1519 West Valley Highway North, Auburn, WA 98001 8111/2006 PROJECT NAME: TYPE "B" RACKS (42" X 20' X 108 ") @ Building 981 for SEGALE BUSINESS PARK SCOPE OF WORK TUKWILA, WA 98188 1 Determine Anchorage and baseplate requirements for the storage rack subject to seismic loading per the 2003 International Building Code and ASCE 7-02. Rack design per the Manufacturer. SEISMIC COEFFICIENTS AND VERTICAL DISTRIBUTION: Site Class: D ASCE 7 -02 TABLE 9.4.1.2 Mapped Maximum Considered Earthquake Spectral Response Acceleration at Short Periods: S. = 1.274 ASCE 7 -02 FIGURE 9.4.1.1(a) Mapped Maximum Considered Earthquake Spectral Response Acceleration at 1- Second Period: S, = 0.435 ASCE 7 -02 FIGURE 9.4.1.1(b) Site Coefficient: F. = 1.00 ASCE 7 -02 TABLE 9.4.1.2.4a Site Coefficient F„ = 1.565 ASCE 7 -02 TABLE 9.4.1.2.4b Five - percent Damped Design Spectral Response Acceleration at Short Periods: Sos = 0.85 ASCE 7 -02 9.4.1.2.5 Five - percent Damped Design Spectral Response Acceleration at 1- Second Period: Sol = 0.45 ASCE 7 -02 9.4.1.2.5 Seismic Design Category: D ASCE 7 -02 TABLE 9.4.2.1b Response Modification Factor. R = 4 ASCE 7-02 TABLE 9.14.5.1.1 Rack Width: W = 3.50 FEET Number of Levels: 5 Rated Level Load Number Capacity Height, h, 1 5.00 k 20.00 FT 2 5.00 k 16.00 FT 3 5.00 k 12.00 FT 4 5.00 k 8.00 FT 5 6.00 k 4.00 FT Rupert Engineering, Inc Job #06067 1519 West Valley Highway North, Auburn, WA 98001 8/11/2006 Condition 1 - The operating weight is taken to be the weight of the rack plus every storage level loaded to 67 percent of its rated load capacity. (ASCE 7 -02 9.14.6.3.2.a) Level Number Weight, w, Height, h, F, M (Sos)(hJ /W (kips) (feet) (kips) (k - ft) 1 3.35 20.00 0.85 17.07 4.85 2 3.35 16.00 0.85 13.66 3.88 3 3.35 12.00 0.85 10.24 2.91 4 3.35 8.00 0.85 6.83 1.94 5 3.35 4.00 0.85 3.41 0.97 TOTALS: 16.75 Overturning Moment t(w,y'W/2 = Ma -M=.= Download: Uplift: 4.27 51.21 M = 51.21 k -ft 29.31 k -ft M = 21.90 k -ft 23.01 k 6.26 k Condition 2 -The operating weight is taken to be the weight of the rack plus the highest storage level only loaded to 100 percent of Its rated load capacity. (ASCE 7 -02 9.14.6.3.2,b) Level Number Weight, w, Height, h, F, M (Alps) (feet) (kips) (kit) 1 5.00 20.00 1.27 25.48 2 0.00 16.00 0.00 0.00 3 0.00 12.00 0.00 0.00 4 0.00 8.00 0.00 0.00 5 0.00 4.00 0.00 0.00 TOTALS: 5.00 1.27 25.48 Overturning Moment M = 25.48 k -ft B(w = M,.. = 8.75 k -ft M M 16.73 k -ft Download: 9.78 k Uplift 4.78 k a Rupert Engineering, Inc Job #06067 1519 West Valley Highway North, Auburn, WA 98001 8/11/2006 Condition 3 - Maximum Upload: The maximum upload occurs when (Sps)(h„)/W > 5/3 for all levels. (Note: R must = 4, or else program must be changed so that (SDs'h x ) /(W`R) > 5/12) t‘ Level Number Weight w, Height h„ F, M (kips) (feet) (kips) (k - tt) 1 3.35 20.00 0.85 17.07 2 3.35 16.00 0.85 13.66 3 3.35 12.00 0.85 10.24 4 3.35 8.00 0.85 6.83 5 0.00 4.00 0.00 0.00 TOTALS: 13.40 Overturning Moment: E(w,y'W/2 = M - M,e,= 3.41 47.80 M = 47.80 k -ft M,,. = 23.45 k -ft MIth = 24.35 k -ft Download: 20.36 k Uplift 6.96 k Rack Type: Pallet Maximum Download: 23.01 k Maximum Uplift: 6.96 k Seismic Base Shear. 6.37 k ASCE 7 -02 EQ. 9.5.4.1 Rupert Engineering, Inc Job #06067 1519 West Valley Highway North, Auburn, WA 98001 8111/2006 DESIGN DATA: Concrete Slab Thickness: 6 IN Concrete Compressive 7 3000 PSI Allowable Soil Bearing Pressure: 2500 PSF Steel Baseplates. F 36 KSI Column Dimensions: Length: X = 4.50 IN Width: Y= 2.75 IN Plate Dimensions: Length: x = 8.00 IN Width: y = 8.00 IN A = 4xy 5.00 IN` Maximum Supporting Area Geometrically Similar to and Concentric with Base - plate SLAB SHEAR ANALYSIS: Perimeter of Critical Loading Area: Shear Strength: A2eaea = (side of column parallel with longest baseplate dimension) (longer of baseplate dimensions) AISC LRFD, pg 11 - 60 (Input necessary only if different from 0.00 1 N 2 A SLAB CRUSHING ANALYSIS: Required Base -plate Area to Avoid Concrete Crushing: 45.23 in AISC LRFD, Volume 2, Page 11 -58 Base -plate Area Provided: 64 in SLAB OK b = 56 in V = 82.8 kips ACI 11.12.2.1, Equation 11 -33 as = 40 V, = 86.8 kips ACI 11.12.2.1, Equation 11 -34 V, = 55.2 kips ACI 11.12.2.1, Equation 11-35 V, = 55.2 klps > 23.01 kips SLAB OK \Z Rupert Engineering, Inc Job #06067 1519 West Valley Highway North, Auburn, WA 98001 8/11/2006 BASEPLATE ANALYSIS: 1998 AISC LRFD, Volume 2, pgs 11 -57ff BOLT ANALYSIS: Number of Bays Sharing Baseplate: F Factored Constrained Compressive Strength of Concrete: P,, = m= n= n' _ Xplaie an' _ 1= Required Thickness: Type of Bolt Bolt Diameter. Bolt Embedment Depth: Number of Bolts per Baseplate: Shear Capacity per Bolt Total Bolt Shear Capacity: Tension Capacity per Bolt Total Bolt Tension Capacity: 2 P, treci — l 09•Fyx• y t ray = 0.432 in 2 23.01 kips/baseplate 326.4 kips 1.8625 = (0.5)(N -0.95d) 2.9 = (0.5)(B- 0.8b 0.879 0.059 0.246 0.216 2.900 = max(m, n, An') Hilts Kwik Bolt III w/o special Inspection 112 inch 3 -112 inches 4 2186 LBS 17.49 k 1024 LBS 8.19 k u 7 !6 tJ 6.37 k OK 6.96 k OK \1 Rupert Engineering, Inc Job #06067 1519 West Valley Highway North, Auburn, WA 98001 811/2006 PROJECT NAME: TYPE "C1" RACKS (48" X 20' X 108" - W /5- LEVELS) TUKWILA, WA 98188 SCOPE OF WORK: Determine Anchorage and baseplate requirements for the storage rack subject to seismic loading per the 2003 International Building Code and ASCE 7-02. Rack design per the Manufacturer. SEISMIC COEFFICIENTS AND VERTICAL DISTRIBUTION: Site Class: Mapped Maximum Considered Earthquake Spectral Response Acceleration at Short Periods: Mapped Maximum Considered Earthquake Spectral Response Acceleration at 1- Second Period: Site Coefficient Site Coefficient: Five- percent Damped Design Spectral Response Acceleration at Short Periods: Five- percent Damped Design Spectral Response Acceleration at 1- Second Period: Seismic Design Category: Response Modification Factor. Rack Width: Number of Levels: Level Number 1 2 3 4 5 Rated Load Capacity 5.00 k 5.00 k 6.00 k 6.00 k 6.00 k S. = S� = F,, = F„ = SOS = SDI = R= W= Building 981 for SEGALE BUSINESS PARK D ASCE 7 -02 TABLE 9.4.1.2 1.274 ASCE 7 -02 FIGURE 9.4.1.1(a) 0.435 ASCE 7 -02 FIGURE 9.4.1.1(b) 1.00 ASCE 7-02 TABLE 9.4.1.2.4a 1.565 ASCE 7-02 TABLE 9 41 2 4b Height, h, 20.00 FT 16.00 FT 12.00 FT 8.00 FT 4.00 FT 0.85 ASCE 7-02 9.4.1.2.5 0.45 ASCE 7 -02 9.4.1.2.5 D ASCE 7 -02 TABLE 9.4.2.1b 4 ASCE 7 -02 TABLE 9.14.5.1.1 4.00 FEET 6 Rupert Engineering, Inc Job #06067 1519 West Valley Highway North, Auburn, WA 98001 8/11/2006 Condition 1 - The operating weight is taken to be the weight of the rack plus every storage level loaded t5 to 67 percent of its rated load capacity. (ASCE 7-02 9.14.6.3.2.a) Level Number Weight, w„ Height, h F,, M (Sos)(hx)/W (kips) (feet) (kips) (k -ft) 1 3.35 20.00 0.85 17.07 4.25 2 3.35 16.00 0.85 13.66 3.40 3 3.35 12.00 0.85 10.24 2.55 4 3.35 8.00 0.85 6.83 1.70 5 3.35 4.00 0.85 3.41 0.85 TOTALS: 16.75 4.27 Overturning Moment M = 51.21 k -ft Y(w = M,,, = 33.50 k -ft Ma - M = Mme= 17.71 k -ft Download: 21.18 k Uplift: 4.43 k 51.21 Condition 2 -The operating weight Is taken to be the weight of the rack plus the highest storage level only loaded to 100 percent of its rated load capacity. (ASCE 7 -02 9.14.6.3.2.b) Level Number Weight, w„ Height, h F M (kips) (feet) (kips) (k 1 5.00 20.00 1.27 25.48 2 0.00 16.00 0.00 0.00 3 0.00 12.00 0.00 0.00 4 0.00 8.00 0.00 0.00 5 0.00 4.00 0.00 0.00 TOTALS: 5.00 1.27 25.48 Overturning Moment M = 25.48 k -ft E(w%W/2 = M, = 10.00 k -ft M - M,., = M.dd = 15.48 k -ft Download: 8.87 k Uplift 3.87 k Rupert Engineering, Inc Job #06067 1519 West Valley Highway North, Auburn, WA 98001 8/11/2006 Condition 3 - Maximum Upload: The maximum upload occurs when (Sps)(h„)/W > 5/3 for all levels. (Note: R must = 4, or else program must be changed so that (S D s'h,) /(W'R) > 5/12) Level Number Weight, w„ Height, h, F M (kips) (feet) (kips) (k -ft) 1 3.35 20.00 0.85 17.07 2 3.35 16.00 0.85 13.86 3 3.35 12.00 0.85 10.24 4 3.35 &00 0.85 6.83 5 0.00 4.00 0.00 0.00 TOTALS: 13.40 3.41 Overturning Moment: M = 47.80 k -ft Z(w = M,,, = 26.80 k -ft M - M,,, = M,m = 21.00 k -ft Download: 18.85 k Uplift 5.25 k Rack Type. Pallet Maximum Download: 21.18 k Maximum Uplift: 5.25 k Seismic Base Shear: 6.37 k 47.80 ASCE 7 -02 EQ. 9.5.4.1 Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 DESIGN DATA: Concrete Slab Thickness: 6 IN Concrete Compressive c 3000 PSI Allowable Soil Bearing Pressure: 2500 PSF Steel Baseplatas: F 36 KSI Column Dimensions: (side of column parallel Mb longest Length: X = 4.50 IN baseplate dimension) Width: Y = 2.75 IN Plate Dimensions: Length: x = 8.00 IN (longer of baseplate dimensions) Width: y = 6.00 IN A =4xy 160.00 IN' AISC LRFD, pg 11-60 Maximum Supporting Area Geometrically Similar to and Concentric with Base - plate SLAB CRUSHING ANALYSIS: Required Base -plate Area to Avoid Concrete Crushing: Base -plate Area Provided: SLAB SHEAR ANALYSIS: Perimeter of Critical Loading Area: Shear Strength: A2acWai SLAB OK (Input necessary only if different from 0.00 IN A2,,,.) 1.20 in AISC LRFD, Volume 2, Page 11 -58 40 in bo = 50 in V, = 55.5 kips ACI 11.12.2.1, Equation 11 -33 a = 40 V, = 83.8 kips ACI 11.122.1, Equation 11-34 V 49.3 kips ACI 11.12.2.1, Equation 11 -35 V, = 49.3 klps > 21.18 kips SLAB OK Job #06067 8111/2006 \7 Rupert Engineering, Inc Job #06067 1619 West Valley Highway North, Auburn, WA 98001 8/11/2006 BASEPLATE ANALYSIS: 1998 AISC LRFD, Volume 2 BOLT ANALYSIS: Number of Bays Sharing Baseplate: Po= Factored Constrained Compressive Strength of Concrete: Required Thickness: Type of Bolt: Bolt Diameter. Bolt Embedment Depth: Number of Bolts per Baseplate: Shear Capacity per Bolt Total Bolt Shear Capacity Tension Capacity per Bolt: Total Bolt Tension Capacity: Pp = m= n= n' = )n = = t ray I j 2 P 0.94Fyx• y trey = 0.337 in , pgs 11 -57ff 2 21.18 kips/baseplate 204 kips 1.8625 = (0.5)(N- 0.95d) 1.4 = (0.5)(B- 0.8b 0.879 0.082 0.292 0.257 1.863 = max(m, n, Xn') Hilt/ Kwik Bolt III w/o special Inspection 1/2 inch 3 -1/2 inches 4 2186 LBS 17.49 k > 1024 LBS 8.19 k > wcfc. T/ t & -- bk 8.37 k OK 5.25 k OK 1Q Rupert Engineering, Inc Job #06067 1619 West Valley Highway North, Auburn, WA 98001 8/11/2006 PROJECT NAME: TYPE "C2" RACKS (42" X 20' X 108" - W /4- LEVELS) @ Building 981 for SEGALE BUSINESS PARK TUKWILA, WA 98188 SCOPE OF WORK Determine Anchorage and baseplate requirements for the storage rack subject to seismic loading per the 2003 International Building Code and ASCE 7 -02. Rack design per the Manufacturer. SEISMIC COEFFICIENTS AND VERTICAL DISTRIBUTION: Site Class: Mapped Maximum Considered Earthquake Spectral Response Acceleration at Short Periods: Mapped Maximum Considered Earthquake Spectral Response Acceleration at 1-Second Period: Site Coefficient Site Coefficient Five - percent Damped Design Spectral Response Acceleration at Short Periods: Five- percent Damped Design Spectral Response Acceleration at 1-Second Period: Seismic Design Category: Response Modification Factor: Rack Width: Number of Levels: Level Number 1 2 3 4 Rated Load Capacity 6.00 k 6.00 k 6.00 k 6.00 k S, = SI = F. F„ = Scs = SDI = R= W= Height, h, 20.00 FT 14.87 Fr 9.33 FT 4.00 FT D ASCE 7-02 TABLE 9.4.1.2 1.274 ASCE 7 -02 FIGURE 9.4.1.1(a) 0.435 ASCE 7 -02 FIGURE 9.4.1.1(b) 1.00 ASCE 7 -02 TABLE 9.4.1.2.4a 1.585 ASCE 7 -02 TABLE 9.4.1.2.4b 0.85 ASCE 7 -02 9.4.1.2.5 0.45 ASCE 7 -02 9.4.1.2.5 D ASCE 7 -02 TABLE 9.4.2.1 b 4 ASCE 7 -02 TABLE 9.14.5.1.1 3.60 FEET 4 Rupert Engineering, Inc Job #06067 1619 West Valley Highway North, Auburn, WA 98001 8/11/2006 Condition 1- The operating weight is taken to be the weight of the rack plus every storage level loaded to 87 percent of its rated load capacity. (ASCE 7 -02 9.14.6.3.2.a) Level Number Weight, w, Height, h, F, M (S )(h (kips) (feet) (kips) (k -ft) 1 3.35 20.00 0.85 17.07 4.85 2 3.35 14.67 0.85 12.52 3.56 3 3.35 9.33 0.85 7.97 2.26 4 3.35 4.00 0.85 3.41 0.97 TOTALS: 13.40 3.41 40.97 Overturning Moment M = 40.97 k -ft 1,(wa'W/2 = M,,, = 23.45 k -ft M - M = M = 17.52 k -ft Download: 18.41 k Uplift: 5.01 k Condition 2 -The operating weight is taken to be the weight of the rack plus the highest storage level only loaded to 100 percent of its rated load capacity. (ASCE 7-02 9.14.6.3.2.b) Level Number Weight, w, Height, h, F, M (kips) (feet) (kips) (k -ft) 1 5.00 20.00 1.27 25.48 2 0.00 14.67 0.00 0.00 3 0.00 9.33 0.00 0.00 4 0.00 4.00 0.00 0.00 TOTALS: 5.00 Overturning Moment: T(w,3 = Mot - Ni,.. Download: Uplift: 1.27 25.48 M = 25.48 k -ft M,,, = 8.75 k -ft M,d, = 18.73 k -ft 9.78 k 4.78 k Rupert Engineering, Inc Job #06067 1519 West Valley Highway North, Auburn, WA 98001 8/11/2006 Condition 3 - Maximum Upload: The maximum upload occurs when (S,,)(h,J/W > 5/3 for all levels. (Note: R must = 4, or else program must be changed so that (S ,)/(W'R) > 5/12) Level Number Weight, w, Height, h, F, M (kips) (feet) (kips) (left) 1 3.35 20.00 0.85 17.07 2 3.35 14.87 0.85 12.52 3 3.35 9.33 0.85 7.97 4 0.00 4.00 0.00 0.00 TOTALS: 10.05 2.56 Overturning Moment M = 37.56 k -ft t(w,J W/2 - M,,, = 17.59 k -ft M - M, = Madd = 19.97 k -ft Download: 15.76 k Uplift 5.71 k Rack Type: Pallet Maximum Download: 18.41 k Maximum Uplift: 5.71 k Seismic Base Shear: 5.10 k 37.56 ASCE 7 -02 EQ. 9.5.4.1 Rupert Engineering, Ine 1519 West Valley Highway North, Auburn, WA 98001 DESIGN DATA: Concrete Slab Thickness: 6 IN Concrete Compressive P 3000 PSI Allowable Soil Bearing Pressure: 2500 PSF Steel Basepiates: Fy = 36 KSI Column Dimensions: Length: X = 4.50 IN Width: Y = 2.75 IN Plate Dimensions: Length: x = 8.00 IN Width: y = 5.00 IN A2rnm = 4xy 160.00 IN' Maximum Supporting Area Geometrically Similar to and Concentric with Base - plate SLAB SHEAR ANALYSIS: Perimeter of Critical Loading Area: Shear Strength: A2acwel = 0.00 IN I;c= 1.6 (side of column parallel with longest baseplate dimension) (longer of baseplate dimensions) AISC LRFD, pg 11 - 60 (Input necessary only if different from A a,,u) SIAB CRUSHING ANALYSIS: Required Base -plate Area to Avoid Concrete Crushing: 0.90 In AISC LRFD, Volume 2, Page 11 -58 Base -plate Area Provided: 40 in SLAB OK b0 = 50 in V = 55.5 kips ACI 11.12.2.1, Equation 11-33 a, = 40 V = 83.8 kips ACI 11.12.2.1, Equation 11 - 34 V = 49.3 kips ACI 11.12.2.1, Equation 11 -35 V,= 49.3 kips > 18.41 kips SLAB OK Job #06067 8/11/2006 -eft. Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 BASEPLATE ANALYSIS: 1998 AISC LRFD, Volume 2, BOLT ANALYSIS: Number of Bays Sharing Baseplate: Pp= Factored Constrained Compressive Strength of Concrete: Required Thickness: Type of Bolt: Bolt Diameter. Bolt Embedment Depth: Number of Bolts per Baseplate: Shear Capacity per Bolt Total Bolt Shear Capacity: Tension Capacity per Bolt: Total Bolt Tension Capacity: p = m= n= n' = Xpiate _ kn'= t = 2 P 0.9.F .x- y t. = 0.314 In pgs 11 -57ff 2 18.41 kips/baseplate 204 kips 1.8625 = (0.5)(N-0.95d) 1.4 = (0.5)(B- 0.8b,) 0.879 0.071 0.272 0.239 1.863 = max(m, n, An') HMI Kwik Bolt Ill w/o special Inspection 1/2 Inch 3 -1/2 Inches 4 2186 LBS 17.49 k > 1024 LBS 8.19 k ovst ' 1*v 5.10 k OK 5.71 k OK Job #06067 8/11/2006 '93 Rupert Engineering, Inc Job #06067 1519 West Valley Highway North, Auburn, WA 98001 8/1012006 PROJECT NAME: TYPE "D" RACKS (42" X 16' X 96 ") © Building 981 for SEGALE BUSINESS PARK TUKWILA, WA 98188 SCOPE OF WORK Determine Anchorage and baseplate requirements for the storage rack subject to seismic loading per the 2003 International Building Code and ASCE 7-02. Rack design per the Manufacturer. SEISMIC COEFFICIENTS AND VERTICAL DISTRIBUTION: Site Class: Mapped Maximum Considered Earthquake Spectral Response Acceleration at Short Periods: Mapped Maximum Considered Earthquake Spectral Response Acceleration at 1- Second Period: Site Coefficient Site Coefficient Five - percent Damped Design Spectral Response Acceleration at Short Periods: Five- percent Damped Design Spectral Response Acceleration at 1-Second Period: Seismic Design Category: Response Modification Factor. Rack Width: Number of Levels: Level Number 1 2 3 4 Rated Load Capacity 5.00 k 6.00 k 5.00 k 5.00 k S. = S Fa= F„ = Sos = 8 01 = R= W= Height, h, 16.00 FT 12.00 FT 8.00 FT 4.00 FT D ASCE 7 -02 TABLE 9.4.1.2 1.274 ASCE 7 -02 FIGURE 9.4.1.1(a) 0.435 ASCE 7 -02 FIGURE 9.4.1.1(b) 1.00 ASCE 7 -02 TABLE 9.4.1.2.4a 1.565 ASCE 7 -02 TABLE 9.4.1.2.4b 0.85 ASCE 7 -02 9.4.1.2.5 0.45 ASCE 7 -02 9.4.1.2.5 D ASCE 7 -02 TABLE 9.4.2.1b 4 ASCE 7 -02 TABLE 9.14.5.1.1 3.50 FEET 4 Rupert Engineering, Inc Job #06067 1519 West Valley Highway North, Auburn, WA 98001 811012006 Condition 1 - The operating weight is taken to be the weight of the rack plus every storage level loaded to ZS 67 percent of its rated load capacity. (ASCE 7 -02 9.14.6.3.2.a) Level Number Weight, w„ Height, tlx F„ M (S (kips) (feet) (kips) (k -ft) 1 3.35 16.00 0.85 13.66 3.88 2 335 12.00 0.85 10.24 2.91 3 3.35 8.00 0.85 6.83 1.94 4 3.35 4.00 0.85 3.41 0.97 TOTALS: 13.40 3.41 34.14 Overturning Moment M = 34.14 k -ft t(w,J*W/2 = M = 23.45 k -ft M - M,,, = Mood = 10.69 k -ft Download: 16.46 k Uplift 3.06 k Condition 2 -The operating weight is taken to be the weight of the rack plus the highest storage level only loaded to 100 percent of its rated load capacity. (ASCE 7 -02 9.14.6.3.2.b) Level Number Weight, w„ Height h„ F, M (kips) (feet) (kips) (k -ft) 1 5.00 16.00 1.27 20.38 2 0.00 12.00 0.00 0.00 3 0.00 8.00 0.00 0.00 4 0.00 4.00 0.00 0.00 TOTALS: 5.00 1.27 20.38 Overturning Moment M = 20.38 k -ft Z(w,J'W/2= M 8.75 k-ft Ma - M,,, = Madd = 11.63 k -ft Download: 8.32 k Uplift 3.32 k Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 Condition 3 - Maximum Upload: The maximum upload occurs when (S )/W > 5/3 for all levels. (Note: R must = 4, or else program must be changed so that (S •h /(W'R) > 5/12) Level Number Weight, w„ Height, h, F„ M (kips) (feet) (kips) (k-ft) 1 3.35 16.00 0.85 13.66 2 3.35 12.00 0.85 10.24 3 3.35 8.00 0.85 6.83 4 0.00 4.00 0.00 0.00 TOTALS: 10.05 Overturning Moment E(w,)*W/2 = Mot -M,„= 2.56 30.73 M = 30.73 k -ft M,,. = 17.59 k -ft Km = 13.14 k -ft Download: 13.80 k Uplift 3.75 k Rack Type: Pallet Maximum Download: 16.48 k Maximum Uplift 3.75 k Seismic Base Shear. 5.10 k ASCE 7 -02 EQ. 9.5.4.1 Job #06067 8/10/2006 Rupert Engineering, Inc Job #06067 1519 West Valley Highway North, Auburn, WA 98001 8/10/2006 DESIGN DATA: Concrete Slab Thickness: 6 IN Concrete Compressive P 3000 PSI Allowable Soil Bearing Pressure: 2500 PSF Steel Baseplates: Fy 36 KSI Column Dimensions: (side of column parallel with longest Length: X = 4.50 IN baseplate dimension) Width: Y= 2.75 IN Plate Dimensions: Length: x = 8.00 IN (longer of baseplate dimensions) Width: y = 5.00 IN A = 4xy 160.00 IN` AISC LRFD, pg 11-60 Maximum Supporting Area Geometrically Similar to and Concentric with Base - plate SLAB SHEAR ANALYSIS: Perimeter of Critical Loading Area: Shear Strength: A2aca,s = SLAB CRUSHING ANALYSIS: Required Base -plate Area to Avoid Concrete Crushing: 0.72 In AISC LRFD, Volume 2, Page 11-58 Base -plate Area Provided: 40 in SLAB OK 6.= 1.6 (Input necessary only if different from 0.00 IN A2„..) b = 50 in V, = 55.5 kips ACI 11.122.1, Equation 11 -33 as = 40 V,= 83.8 kips ACI 11.12.2.1, Equation 11-34 V,= 49.3 kips ACI 11.12.2.1, Equation 11-35 V, = 49.3 kips > 16.46 kips SLAB OK z1 Rupert Engineering, Inc 1519 West Valley Highway North, Auburn, WA 98001 BASEPLATE ANALYSIS: BOLT ANALYSIS: Number of Bays Sharing Factored Constrained Compressive Strength of Concrete: Required Thickness: Baseplate: Pu Type of Bolt: Bolt Diameter. Bolt Embedment Depth: Number of Bolts per Baseplate: Shear Capacity per Bolt Total Bolt Shear Capacity: Tension Capacity per Bolt Total Bolt Tension Capacity: 1998 AISC LRFD, Volume 2, pgs 11 -57ff P = m= n= n' = An' 2 P 09•Fyx•y t I J t„ = 0.297 in 2 16.46 kips/baseplate 204 kips 1.8625 = (0.5)(N -0.95d) 1.4 = (0.5)(B- 0.8b 0.879 0.064 0.256 0.226 1 863 = max(m, n, Xn') It . �h 1A Hilti Kwik Bolt III w/o special inspection 1/2 inch 3-112 inches 2 2186 LBS 8.74 k > 1024 LBS 4.10 k > 5.10 k OK 3.75 k OK Job #06067 8/10/2006 4S REPORT"' ICC Evaluation Inc. Service, ( t1° 01° � W°6211111 w•eh Regional lad °1911•.9 eoi •Osz)wsosa3 WWc g Regio Office • 900 Ma .hJ. kbir Ste AB .rf Alabama 35213 •(205)5839800 www.lcc-es.org Regkoel Office • 4051 West Flo•anoor Road, Carty Club Hits, ands 60478 • (705) 793zw5 DIVISION: 03— CONCRETE Section: 03151 — Concrete Anchoring REPORT HOLDER: HILTI, INC. 5400 SOUTH 122 EAST AVENUE TULSA, OKLAHOMA 74146 (100) 879.8000 www.us.hlitl.com HiltiTechEnn((us. hllti.com EVALUATION SUBJECT: 1(WIK BOLT 3 CONCRETE AND MASONRY ANCHORS 1.0 EVALUATION SCOPE Compliance with the following codes: • 2000 International Building Code (IBC) • 2000 International Residential Code (IRC) • 2002 Accumulative Supplement to the International Codes"' • 1997 Uniform Building Code"' (UBC) Properties evaluated: Structural 2.0 USES The Kwik Bolt 3 (KB3) Concrete and Masonry Anchor Is used to resist static and transient seismic and wind tension and shear loads in uncracked, normal- weight concrete, structural lightweight concrete, structural lightweight concrete over metal deck, and grout -filled concrete masonry. The anchor system Is an alternative to cast -in -place anchors described in Sections 1912 and 2107 of the IBC and Sections 1923.1 and 2107.1.5 of the UBC. The anchor systems may also be used where an engineered design Is submitted in accordance with Section R301.1.2 of the IRC. 3.0 DESCRIPTION The Kwik Bolt 3 expansion anchors consist of a stud, wedge. nut, and washer. The stud is manufactured from carbon or stainless steel material. The carbon steel Kwik Bolt 3 anchors have a 5 pm (0.0002 inch) zinc plating. The anchor is Illustrated In Figure 1 of this report The wedges for the carbon steel anchors are made from carbon steel, except for all'I (6.4 mm) lengths and the 3/4r)ndby- l2 -mdr, 1- inch -by-6 -inch, 1- Inch-by -&inch and 1- Inch -by-l2 -Inch (19.1 mm by 305 mm, 25 mm by 152 mm, 25 mm by 229 mm, and 25 mm by 305 mm) sizes, which have AISI 316 stainless steel wedges. All carbon steel components e REPORTS — are sons be construed anps +mNnf can/wiles want other adribns not specfimnyaddrawd nor are they to be commodes, all endorsement ofthesubject .jthe report or rtrostmendattonfor le la That b no naaanry bylCCBwbmbn Set brie. °pas or Emptied as to anyft g or Sc ea rb ddrryo , was to try product coward by dw sport Copyright 2004 'Revised August 1, 2005 ESR -1385* Issued September 1, 2004 ' G 7hk report Is subject to re- examination In one year. _ 1 are zinc-plated. The , and ' /; IndWiameter (12.7,15.9, and 19.1 mm) carbon steel Kwik Bolt 3 anchors are available with a hot -dipped galvanized plating complying with ASTM A 153. The studs, nuts and washers of the 304 and 316 stainless steel Kwik Bolt 3 anchors are also made from stainless steel. All 304 stainless steel, 316 stainless steel, and hot -dipped galvanized Kwlk Bolt 3 anchors use 316 stainless steel wedges. The stud consists of a high-strength rod threaded at one end. The standard Kwik Bolt 3 has a thread length equal to or less than three bolt diameters, while the Long Thread Kwlk Bolt 3 has a thread length greater than three bolt diameters. The tapered mandrel has an Increasing diameter toward the anchor base, and Is endosed by a three - section wedge that freely moves around the mandrel. In the vertical direction, the wedge movement is restrained by the mandrel taper at the bottom and by a collar at the top of the mandrel. When the anchor nut is tightened, the wedge is forced against the wall of the predrilled hole to provide anchorage. 4.0 DESIGN AND INSTALLATION 4.1 Design: Minimum embedment depth, edge distance, and spacing requirements are set forth in Tables 1 and 2. Allowable stress design tension and shear loads are as noted in Tables 3 through 14. Tables 4, 7, 8, 9, and 10 also apply to Kwik Bolt 3 anchors Installed In holes drilled with Hilti Matched - Tolerance Diamond Core Bits as noted In the footnotes to each table.Allowable loads for Kw* Bolt 3 anchors subjected to combined shear and tension forces are determined by the following equation: (PJPt + (ViVer s 1 where: P, = Applied service tension load (lbf or N). P, = Allowable service tension load (lbf or N). V, = Applied service sheer load (Id or N). V, = Allowable service shear load (Ibf or N). 4.2 Installation Requirements: Kwlk Bolt 3 shall be Installed in holes drilled into the base material using carbide-tipped masonry drill bits complying with ANSI 8212.15 -1994 or where permitted by the tables, HMI Matched - Tolerance Diamond Core Bits. The nominal drill bit diameter shall be equal to that of the anchor. The drilled hole shall exceed the depth of anchor embedment by at least one anchor diameter to permit over -driving of anchors and to provide a dust collection crea.The anchor shall be hammered into the peddled hole until at least six threads are below the fixture surface. The nut shall be tightened against the washer until the torque values specified in Table 1 are attained. Page l of SETTING DETAILS ANCHOR SIZE %inch '%Inch %Inch %Inch '/ 1 bah Drill bit sox. anchor diameter (Inches) '/ '/ 1/2 e/4 % Wedge clearance hole (Inches) ' /1e ' /ro e /n 11 4e 43 /16 1 4 Anchor legth (minimax) (inches) t h 1% 4 / 4 : h 2 / 7 e 2'/ 7 e 31/2 10 6 12 6 12 Thread length Ind/long thread length (Inches) 3/4 I 3 '/ I 5% 1% I 4'/ 1 I 7 1 I 8 2 6 Installation: Torque guide values' (ft#) In concrete Stainless steel Carbon steel: tan. embedment Carbon steel: Std. embedment 6 4 4 20 20 20 40 40 40 as 85 85 150 150 150 200 200 325 Installation: Torque guide values (ft-lb) in concrete masonry Carbon steel• Mln. Embedment Carbon steed: Std. Embedment 4 4 15 15 25 25 65 65 120 120 - - Nan. base material odckness (Inches) 3 Inches or 1.5 It embedmen depth, whichever Is greater Page 2 of 9 ESR -1385 4.3 Special Inspection: Special inspection shall be provided In accordance with Section 1704 of the IBC or Section 1701 of the USC when design loads are based on special inspections being provided during anchor installation, as set forth in Tables 3 through 14. Special Inspection in accordance with Section 1704 of the IBC shall be provided under the IRC when special inspection is specified In Tables 3 through 14. The code official shall receive a report from an approved special Inspector, that includes the following details: 1. Anchor description, Including the anchor product name, nominal anchor and bolt diameters, and anchor length. 2. Hole description, including verification of drill bit compliance with ANSI B212.15-1994 or the Hiltt specification for matched tolerance diamond core bits, hole depth, and cleanliness. 3. Installation description, including verification of concrete compressive strength by ATM C 42 methods, and verification of anchor installation and location (spacing and edge distance) In accordance with Hilti's published Installation instructions and this report. 5.0 CONDITIONS OF USE The Kwik Bolt 3 Concrete and Masonry Anchors described In this report comply with, or are suitable alternatives to what Is specified in, those codes listed In Section 1.0 of this report, subject to the following conditions: 5.1 Anchor sizes, dimensions, and installation shall comply with this report and Hilti's published installation Instructions. 5.2 Allowable tension and shear loads shall be as noted In Tables 3 through 14 of this report 5.3 Calculations and details demonstrating compliance with this report shall be submitted to the code official for approval. 5.4 The use of anchors shall be limited to installation in uncracked, normal- weight concrete, structural lightweight concrete, structural lightweight concrete over steal deck, and uncracked grout filled masonry concrete. Cracking occurs when f, > f, due to service loads or deformations. 5.5 When using the basic load combinations in accordance with IBC Section 1605.3.1 or USC Section 1612.3.1, allowable loads are not pernfted to be increased for wind or earthquake loading. When using the alternative basic load combinations In IBC Section 1605.3.2 or For S1:1 Inch - 25.4 mm, 1 mabf = 1.356 N-rn. TABLE 1- INSTALLATION SPECIFICATIONS' Installation torques are applicable for all anchors Installations unless noted otherwise In this report UBC Section 1612.3.2 that Include wind or seismic loads, the allowable shear and tension loads for anchors are permitted to be increased by 33% percent. Alternatively, the basic load combinations may be reduced by a factor of 0.75 when using IBC Section 1605.3.2. 5.6 Anchors are not permitted for use In conjunction with Ore- resistance -rated construction. Exceptlonswould be: • Anchors resist wind or seismic loading only. • For other than wind or seismic loading, special consideration Is given to fire exposure conditions. 5.7 Use of carbon steel Kwic Bolt 3 anchors shall be limited to dry, Interior locations. Hot - dipped galvanized and stainless steel Kwik Bolt 3 anchors are permitted in exterior exposure or damp environments. 5.8 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 these conditions Is beyond the scope of this report. 5.9 Special Inspection shall be provided in accordance with Section 4.3 of this report when required by Tables 3 through 14. 5.10 Anchors shall be manufactured by Him, Inc., Feldldreherstrasse 100, Schaan, Liechtenstein, under a quality control program with Inspections conducted by Underwriters Laboratories Inc. (AA -668). 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Expansion Anchors in Concrete and Masonry Elements (AC01), dated April 2002, including seismic tests, reduced spacing tests and reduced edge distance tests. 6.2 Quality control manuals. 7.0 IDENTIFICATION The anchors shall be Identified In the field by dimensional characteristics and packaging. The packaging label indicates the manufacturer's name (Hilti, Inc.) end address, the size and type of anchor, the name of the inspection agency (Underwriters Laboratories Inc.), and the ICC-ES report number (ESR-1385). A length identification code letter is stamped on the threaded end of the bolt. The length Identification system is described in Table 15. 6 9 6 WI9 WI VIP ilk tilt WI9 ZOI Mt Wit WIC WIC WI WIZ WIZ WIZ 19043 (W 90 00:6 1 4MP1LOWWN90A•eWa44p ZL 9 9 999 WC MCP WC 449 999 WC 99P C 99P WC WIZ / 99Z VII W 01 91. 01 Et CI Cl 11 It II 6 9 9 W19 WL0 vl9 vlY W1/ VIP I1n19 9991 PI VL01 MITI 0/1 It 991 999 996 9199 9/I9 9110 WI9 9 WL 9 WC 969 99t 99Z wIaaj. (4r0 PM .swpaw 014q0 %Mtn ww•PP MPS Z1 9 9 WO9 its OP 991 WC MC 999 W9/ C Mt sits Wit Y 9/9Z ZLLI t wWwi 1 ' 9 nas BW44B9 MwWds mom. swum Iw • p 9L64 91 ZS WI Z/t Pt W1 14 /Vt9 WI it it WI VI 01 WLOL Wt 9 WC J. WUL 911 W99 0 99l as 1 1 lw 4MOa 4 P•lM49BPd9 n3L3609107 orommater 1 W9Y91lnnusa 9 9 9 WC 99 9 :Lt Wit 'L1 P P P WLZ WLC •Lt Z Z L 11349 ('W 1 '090n 1 111P 1OP1 1p1aoAeuBnllN 9/901 L WI 199 9 Mai • •�a.. 01:11M1 ' C�1,(,{�ES sic Z 991 WuMl�al au 9L Mal 7 _Ll R. nom mini /99 0 a 9 WC9 ' +•2 =Is 1 / Y raw ( '4U • 0 PManaRaw 4499MPIB9aL can OOP] W itt i�T'i�' "L'�(�' =1:1 NLL 'Il =wi 99 MIME '��1�� 'tomes 9901 1 312121 :11:121:331212121 111:13 r yaw 1 NW" s coon aroma; bows orpeop maroon W91 11:21= : :1M9 9 :IS 2 :11:1 9 ants Bo 1 190 0091166)46161w10a4 P9L+4M6610 n313210N001H013MW OPP0NV9 mf1Onui9 199 WC9 Wt WI. t WAt 9/Lt BAP 96P WI WE 096 WC ZS viz viZ 191 WC WCl 1114$ P41' 49W1CIWw61B/M4 6 0 vLt VI WC WI VI9 1 ML 491 ZS9 W1Z vlt tilt 99I C Z WI 1. 1 44481 LL et vI CL L1191 /9O WC II M 9 WL9 WI9 t99 WC WC9 M9 Wit MP Wit Wtt WC WCC 61049 (w 3 PaM aw61MPWOp] WI II v101 SILL W19 999 t/C9 L L Wit WI WI P WI 99P OILS W WIC i Masi asi 9 9 Wtt WI9 WC WIt till I /9E W9t vt9 Wit tilt WSZ 9/91 C i WI Iqw l 99eagPww144n (w w• 944361 wa4Wpw4 91 vL CL 9/101 9/601 WC 01 WC1 WI 6 t/19 WLL WI Wl9 WC 9/99 9/919 9 WI at 1 NO "spa Ia A4ai41gS4 perm+&coed9 n313140100 'ROOM l*WhON O 91Zat 9//9 191 WNt 019 P tin P9P!rat WLi v66 Wit 99n C Z WLL (4OreoccWw4Nn491PL:pa9peow9 I 19 919 vl WC WI NO 11319WL9010113NV N0U41a0630 M •' S P61 r 0 M asp w9Paw4 anoeueentui O4rpwm B04w p4P9Pu .q p9 wis np4 Pool 't 49814 Mil 909 41 BBBKW C/0BVBgI A 9 MB MICA &nit PM BOB BOP a9044w pa. wows 'Owed, poWa pus uRw999 p spool 49waip 619903489 P140d1414/P 49BW 4gW4/ aw 44M 49M*oP WI• MAP pw wmiAAM B•409 agnS. s paS Jod 1 4 60914 P 01 49Bxga WOW • aBlp 4 PM a A "3 OBM 004M, %OLk P4 wares Kuno %own to pro • A owe BBWA, %UL L9p.M49en.PBP .'aWa4P4aA"S O4m9B4M, %OILS Pao Wppmq. corps %pM44PM ear Own ma1M 'swop 9144P6 Pan pnpnpA CL PIN DI' L'9 WW1 MS WWp9p9 all Poo 9 Ww 1 9 4 mat 1110I3000 p1OPa plum xis pun Y'9'14 W49W14Nddsq&CaMM9 Ps Mel MM 4447' ,SLw3W39aflf30 swam acaa arm QMOvae a0143IMt Men r .- s 1 s S f ilf UMW a 3 41/2 91/4 an- 4 512 i 21/4 arria 1 ]1 t r 11/8 1 2 ill I 3740 6250 ill 2 3 500 I 2210 3163 . 14743 922 I 1170 1385 1 flu IN Whh 59. ! hen 2625 1375 1150 725 1105 I 1591 gyIMI II 1745 2690 3324 it r 118 I 247 if 14. 2.000 do H 662 8825 5 4.45 N. J Mali 3534 Man n Toni I 2702 2697 17■7 2702 1451 _ 1E11 R R 1 Mg 2805 8462 I 2645 ' 1564 1120 1800 1301 1488 J Weh Sp 1314 2191 IIu n Tel 2465 3513 1750 1 913 1485 lining 1024 780 I 316 301 g£a II 3817 5050 1 1111011111 I! r 5177 5685 1995 am F 649 1549 I 648 1043 fl RAM 11 5120 8800 II I I 2281 1657 1318 2288 1432 1691 ME T96h 8 . 141 58' 3313 4028 y 38 IMDMIN 2452 1100 5813 1504 1140 529 El I -116 795 1 II P 171 320 Hi N• OOP Won Milli 3817 3817 /Is !f16 2210 2702 1647 I nit 1 1 1261 1 Es R ; ii 3475 5714 11 I 2718 2082 1474 2413 I 1716 1729 I I 510 786 W8h84 • Wghip 9Pp• 5000 8 i8 1225 I 2158 1300 _ F 9a 1518 737 1207 II'IE Es t e _ if Y • MOD PI Wen 1111111P y ogi III 1817 1871 2571 iggg 440 1423 as a t r .- s s 111 <Z!ri 512 Waal 314 INEEZN 0 a =in� ff �iy 4 512 ��{{ 1 21/4 312 1 ]1 1 If 1881 L 1045 1039 920 1152 ”i 1949 3007 T 2.90 I 1049 1810 1 1450 IN I 3111/13p. Mp I 1995 3020 9 4.1®• .r MEM 97 SIM R 4751 : a79 II 1745 2690 3324 it f t •,500 P H 662 8825 5 4.45 N. J I 4701 13325 3534 Man n Toni 1940 2815 1889 1126 gMHn R 511 Mg 2805 8462 I /A 4394 2415 III Weh Sp 1314 2191 IIu 1334 961 1 1747 1 141 1402 1731 k •4,600 Wen 1024 780 R II 3817 5050 1 2541 38_ 1 3817 I! r 5177 5685 IIIII MEM E33753 RAM 11 1887 ' 1261 2450 01 3141 3816 8800p alan I III/11111 1669 1869 i r .- .)5 1/4 III S 0 h•.. m 612 NIEN 3174-1 434 4 512 yy CC 1 21/4 312 1 ]1 1 C ai�il 3990 8010 of 1 m • 4173 2830 1949 3007 1111 I 1049 1810 1 1450 IN I 3111/13p. Mp I 1995 3020 9 4.1®• .r MEM 97 SIM 331 t •,500 P H 662 8825 5 4.45 N. J I 4701 13325 3534 Man Mg N 5 1745 1632 gMHn R Rio 7050 Mg 2805 8462 II I 1284 2048 if I 714 846 10.1 Two 1115 1978 1402 1731 1024 780 Lei 1 5579 7125 8625 IPA 3188 ig MEM nb f 11 6565 4375 88225 2510 4906 3141 3816 I 2414 I 2926 1 1519 2286 1669 1869 I 1013 H T96h 8 . 3313 4028 ii IMDMIN 2452 1570 1923 I 1207 ■ 1016 1 El ItiNg WBhout 60. 8np. ftS2 Wen 1/eIli 3817 3817 I 2541 3817 !f16 449 1268 I It 7875 10000 1 ii 3475 5714 11 I 1853 3035 1848 1946 756 1013 I 510 786 W8h84 • 5000 ;H 2406 1300 _ F 9a 1518 IIIIIIii fi V •4000 p J et 6456 8825 8825 ;see 11 2717 1423 1423 2717 440 1423 as S R 4 p 9 I V . - 6 1 E LF s 8 3 b 2 in t p I I r Anchor diameter (Inch) [ it! Po w 2,000 tat Tension ft is 3,000 Tan psi ion fin .4,000 pal Tension Shear With Sp. Insp.' Without Sp. .nap. lump.' Sp. Insp. bap•' Sp. Insp. 1/4 11/8 275 138 337 169 399 200 397 2 594 297 685 333 737 368 397 3I8 15/8 586 293 686 343 787 393 889 212 1119 560 1339 670 1560 780 1255 1st 21/4 1049 624 1284 642 1519 759 1745 312 1810 905 2048 1024 2286 1143 1867 s 5/8 23/4 1560 780 1815 908 2071 1035 2578 4 2483 1242 2828 1414 3172 1586 3151 314 31/4 1922 961 2242 1121 2562 1281 3834 43/4 3037 1519 3996 1998 4955 2477 4701 Anchor diameter (Inch) -. E III fs •2,000 pal Tension le et A.000 Ten psi ion fc a4500 psi Tension Shear' With Sp. Insp. Sp. Insp. trap" Sp. bap. Insp.' Sp. Insp. 114 11/8 245 122 301 150 357 179 547 2 509 254 584 292 860 330 599 1 5/8 562 281 623 311 584 342 825 212 920 460 1198 699 1478 738 1258 in s 21/4 951 475 1155 578 1359 680 1757 31st 1354 677 1853 926 2351 1176 2702 s 5/8 23/4 1471 736 1607 804 1744 872 2697 4 2301 1151 2717 1358 3132 1586 4219 Page 5 of 9 ESR -1385 TABLE 8 - CARBON STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES (In pounds), STRUCTURAL LIGHTWEIGHT CONCRETE For St 11nc 254 mm, l psis 69 kPa, 1 lb 44.45Pt 'The tabulated torsion values are for anchors installed In ahutnd wu1- flghtveight concrete having the minimum Indicated compressive strength at the time of Installation. Connie aggregate shat comply with ASTM C 330. These loads may be interpolated for concrete strengths and entailments between the tabulated values. 2 Albwabe bads or applied loads nay be modified in accordance with Section 5.5 d tics report due to short tens wind or seine loads. 'These tension values we only applicable when enchant are bMalkd with special impaction In accordance with Section 4.3 dthis report. 'The tabulated shear values are tor anchors Installed in structural sand-lightweight concrete having mbtrum 2.000 pal compressive strength at the fine of anchor Installation, The concrete aggregate shall comply with ASTM C 330. These loads may be Interpolated for concrete strengths and embedmenta between tabulated values. TABLE 7 - STAINLESS STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES (In pounds), STRUCTURAL LIGHTWEIGHT CONCRETE' For SI: l rah 425A mm, 1 psi. 6.9kPa, 1113 44.45 N. 'The tabulated tension values are for imcbots kmalled in abuchast aandaighnw4gM concrete having be minbsrm indicated compressive strength at the tae or Installation. Concrete aggregate met comply with ASTM C 330. These beds may be Interpolated for cpamte strengths and embedment& between the tabulated values. 'Allowable bads or sppled beds may be modified in accordance with Secon 5.5 of this report due t sha4Mm wind or satanic bads. ' These Iaalon woes are only spars:able when anchors are Installed vat special Inspection in accordance with Section 4.3 dials report 'The tabulated Hear values are for anchors Installed In structural sand- fghtwelght Dona having minimum 2,000 psi compressive strength at the time of anchor Installation. The concrete aggregate Mall comply with ASTM C 330. These loads may be interpolated for concrete strengths and enaeanents between tabulated values. o The 12 and 5/8 inch diameter anchors are permitted b be Installed In a MU diamond cored hole. 33 Antler diameter (Inch) 'Ii Pe psi Pc .3,000 To .4.00017•1 Pe•4000 pa Pc08000Ra Tension Mom Tension Maar Tension Shim Tension Shear With Sp. Pomp' Without SP. insp. With Sp met" Without Op. hap• With Sp map' Without Op. ha. Web Sp Imp. Without Sp. Imp. 12 21/4 922 451 1767 1120 660 1995 1318 659 2233 1474 737 2571 312 1313 857 2702 1800 900 2702 2288 1144 2702 2413 1207 2702 43/4 1809 005 2702 2045 1023 2702 2281 1140 2702 2716 1358 2702 65 2314 1470 735 2897 1561 782 3259 1657 829 3840 '21182 1041 '4283 4 2210 1106 4253 2609 1304 4263 3008 1591 4283 3059 1979 4283 512 8183 1531 4253 3531 1766 4283 3900 1950 4283 5337 2668 4283 3/4 3114 1393 697 2700 1754 877 2700 2114 1057 2700 2354 1177 2700 434 2258 1129 4225 2873 1437 4225 3484 1742 4225 4204 2102 4225 6 2643 1921 4600 3384 1882 4500 4084 2042 4500 4813 2306 4500 1 412 2210 1105 5700 2739 1389 5350 3257 1634 7007 4325 2182 7000 6 3594 1797 7000 4738 2369 7000 5881 2941 7000 8607 3303 7000 9 5045 2523 7000 8751 3378 7000 8457 4228 7000 8467 4228 7000 Anew ammeter finch) 'Ii ft•2,000pe1 Po•3600 psi - To .4.00017•1 fe.8Ae0psi Tension Shim Tension Sher Tension Sher Tension Shim With 5p Imp' Without Sp. heap. With Sp Imp.' Without Sp. tray. With Sp Imp? Without SP. Imp Wth Sp. map' Without Sp. Imp 1/2 21/4 1049 524 1748 1284 842 2143 1519 769 2541 1853 927 2717 3 12 1810 905 1832 2048 1024 2188 2286 1143 2541 3035 1518 2717 4314 2000 1000 1832 2207 1103 2186 2414 1207 2541 3083 1541 2717 6/8 23/4 1766 883 2578 1898 949 3198 2029 1015 3817 2801 1300, 3988 4 2469 1235 3324 2805 1402 9571 3141 1570 3817 3825 1912 3988 512 3079 1639 3324 3462 1731 3671 3948 1923 3817 4082 2486 3988 3/4 31/4 1873 938 3834 2143 1071 4593 2412 1206 5353 3340 1670 5353 434 2689 1445 4701 3802 1901 5679 4714 2357 6456 5491 2746 8456 612 4011 2005 4701 5180 2580 5679 6108 3155 64.56 6309 3155 6456 1 412 2618 1408 6625 3508 1754 7125 4201 2102 7625 4190 2095 8625 6 3834 1917 8625 6103 2651 8625 6367 3183 8625 7668 3784 8825 9 8804 2902 8625 5775 3388 8625 7741 3670 8825 9610 4805 8625 Anchor diameter (Inch) 'Ii Pe *MOO pt Tension fe•3,B00 pal Tension Pc 0000 pal Tension Sli with Sp. Imp' Without Sp. hap. With Sp hrp.' Without Sp. lop. With 8p. Imp' Without Sp. imp. 12 21/4 1049 624 1284 642 1519 759 1745 312 1810 005 2048 1024 2288 1143 1867 6m 294 1560 780 1815 908 2071 1035 2578 4 2483 1242 2828 1414 3172 1568 3151 9114 1847 024 2154 1077 2462 1231 3834 4 34 2919 1459 3840 1920 4781 2381 4701 Page 6 of 9 kr St l bait .264 mm, 1 psi • 6.0 WW1 9 N 'IM bbIMed ESOP ad tier tam a tar 101ik Dot 3 belted b ebe agapae concrete liming S. nil sus hWeled conwecalra strength etie Ens a MteYtm.. comas swages site oenay aith AS1M C 33. Tam loath may be 1Meay espobed to mahaae atsgta mid antred i,at between WbWed shah. 'Alowable beds« Wpted bads may be monad W accordance nth Sedan 55ones wart due b Mad4PP inc a sabot beds. 3 Thos Main yaks. as o a1Skabb when aahas as halted at special Inspection as it bra In Sreon 4.3 a ti Remo. For St l bdh• 25A mm, 1p11.39 WPa, 1 lb .4.45 N. 'Sus Tat* Mot loWalas. TABLE 8- CARBON STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES FOR ANCHORS INSTALLED IN HILT MATCHED - TOLERANCE DIAMOND CORED HOLES IN NORMAL - WEIGHT CONCRETE On pounds)" TABLE 9 - STAINLESS STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES VALUES FOR ANCHORS INSTALLED IN HILT MATCHED - TOLERANCE DIAMOND CORED HOLES IN NORMAL- WEIGHT CONCRETE (In pounds)" ESR -1385 TABLE 10 - CARBON STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES FOR ANCHORS METALLED N HILT MATCHED- TOLERANCE DIAMOND CORED HOLES (In pounds), N STRUCTURAL LIGHTWEIGHT CONCRETE For 51: 1 Inch • 25.4 mm, psi •6AkPa,1a 4A5 N. 'The Wbiad Wilco Mum ale for aamn MUMS I,am bra' sanchlighlwsigtd masts Meg Ma aainan WOalaled aanpenhe strength a to Elm aloedlalb. Concrete aggregate sal can mom AVM c330. These loads may be Bl®y WOapthtad fa wore MEOW ad embedme is between t_dWd stem. 'Abneble beds or applied beds may bemodmd hi adoNnceaWa Seam 55eVW spat the W shahbm wad at seismic beds. ' Tees tension values a only applmhle Shah aches me Metaled Mill .pedal bpxmn a a mNenw with Secen 4.3 a ate neat "Inc Stalled rear modes as ter anchors berated In Mutest sa dAmmega excels M S minimum 2000 pal wnpnsehe strength t the teen a hwWmico. The concrete aNhpda shall comply with AMA 0330. tier YMpalstm may be used for comets Wwgt* sit embedment depths between than Ibid. ANCHOR DIAMETER (helm) EMBEDMENT DEPlle pima ) MN. DISTANCE FROM EDGE OF WALL Rohm) TENSION SIAM UDC WM Sp. Inap.' UBCWSVd Sp Im p 93(yWC UBC MCJMd 1/4 11a 4 152 78 121 380 304 12 152 76 121 360 304 a 4 60 270 432 427 342 12 540 279 432 427 342 1 N 4 321 161 257 738 589 12 342 171 273 938 751 212 • 4 782 391 628 965 764 12 782 391 828 1317 1054 1)2 2 4 823 314 502 830 684 12 667 933 633 1484 1171 9 4 905 462 - 724 1051 340 12 905 452 724 2317 1853 2 3/4 4 814 407 651 868 710 12 866 433 892 2165 1732 4 4 1242 621 994 929 743 12 1294 847 1035 2654 2123 31)4 • 1096 518 829 784 827 12 1035 618 828 3135 2508 49B 4 1648 823 1315 821 857 12 1711 855 1388 3283 2627 Page 7 of 9 ESR -1385 TABLE 11- ALLOWABLE TENSION AND SHEAR VALUES FOR HILT KWIK SOLT 3 CARBON STEEL ANCHORS INSTALLED IN THE FACE SHELLS OF GROUT-FILLED CONCRETE MASONRY WALLS (In peunde)L" ' Foe St 1 Inch 264 mm, 11b -445 N 'Vaasa used for mat= Instilled Waco Web of Type 1. Ghee N. 9yilwdphl. medrnvalpa. or arimMwS9bt comma meaay was mnluSp b AETM C 90 or UDC Standard 211 The mammy u Its shall be Bay paled win cases prod cordoning b MC 210910 and ABM C 478 or UBC Seceon 21034 and UDC Sbndaa 21-09. Muter Mal amply MR IBC Section 2103.7 as ASTM C 270 or UDC 8edioh 2103.3 and UBC Standard 21-15. Type S. N. or M. Masonry prism *math that Methint 1.500 pal at 6e bin at anchor bseleasn when lased In accordance with IBC Salon 2105.22.2 and ASTM C 1314 or UGC Bolan 2105.32 and UBC Mandan/ 21.17. 'Anchors Mal S Stalled • minbnrn of 1-3.8 bch Sam my veinal mabrja6d M accordance wM FIp4e 2. 'Annear bations se bed b ane per Massey eel Mt a mmSan apedip at 3 hides an caNer. ' AO VaeMa Ste a applied beds may M mode W In accordance with SeaS Ea *Ills mart des to Nat-tam Wind a eebmb bads. ' Enmedant depth Man M measured tom H aMIda bce ash anaal moony resit ' Far aiiemadets edge *lances. alowabb bees may be thrilled by Dleedy Interpolating between the elvwabs bads at the Ito b ulastd ed9aMawa. 'Tessl too yaks= me only apples when machos n Stied wan mead aaeecla b aaaNaia•M8edbe 4344 61e report 'Bpeda SpedS Seal amply v4th Beefs 17043 Mho IBC for aahaapea In masonry. 5�� ANCHOR NAIE194 O etey I Nodal 1810111111111223140112/47 DEPTH (^ebes) R2200p pal Tension reel Sheer k WM 5 Without Sp. Mt 1/4 Cabs :.. 2 8 19 310 574 Ire Caton 3/6 Cabs `- 2114 790 1039 � 323 1 Caton : - 311 749 614 0 12 Colton 312 1600 863 1264 MI Curbs, Hest' 4 2221 1111 2118 - 1N Manes Seel 2 817 308 574 3/8 Sbunlas Sled 212 1018 805 864 12 Saint= St 312 1478 738 1602 52 abbess Sad' 4 2202 1101 2115 III 5MBEDUE4T X11 (Inches) TENSION SHEAR Pepenamer to well Hemel to as URCHIN BR MM. UBC Without Sp Mp. BC/MC' uec state sac ECSRC' 12 S 646 323 517 311 749 614 491 56 3 12 852 426 042 311 249 614 491 ANCHOR HAMMER ANCHOR „�3„ - P.i 2900p1 Tension HemPapendaes SNP Shaw Paced to NOM Wah Oa bp.' Without Bp. bap. &B I 555 473 409 a18 12 3 932 466 376 1001 ... 412 .. 1287 "613 447 1413 STAMP ON ANCHOR A S C D E F 0 N I I K L N N 0 P O R S T U V W S Y Z kyle nom 1 2 2 3 3 4 4R 5 5 8 :14 7 7 8 8 9 91610111213141516118 sem P 2 1 S 1 4 1 S i 6 E 7 H 9 014 10 N 12 73 14 15 16 1718 16 TABLE 12 - ALLOWABLE TENSION AND SHEAR VALUES FOR MLTI1Gl0C SOLT 3 CARBON STEEL ANCHORS NSTALLED N TOP W GROUT4'81ED CONCRETE MASONRY WALLS fln poWods) Far51 YM•z&4 mm. 1 b• 4.45 N. 'Values veld foreshore added Mb top at Of T)pe 1. Grano K T1Nweglt wean eghl r auSwetat wn* newsy We calf mig tASTN C90 or (EC SMd•d 21-. The mason wits SS be NMgrouted MO: mom opal ca*mlg b 50210310 ad ABTN C 473 or WC S edan 21034 and UK Standard 21-19. NaW lid wryly WW SC 344r5on 21037a dASTN C270 rUBCSection 21033 em ISCSWded 21 -1& TAMS. N. SM. Mesoeypdsm Si gt OS be at Most 1,600 pia 0len 5ANOIOR tsb sOce when MM bade ce IBC Sedan 2106222 aid ABTM C 1314 or MC Sedan 210832 end LUC &healed 21-17. 'Maas rest be Waal • serum of 1dM a San edge caw block 'Aphalocals lid be tried RI Oa per masonry at SIN a Wuhan owing re 13 ixine on abr. 3 Alombe beds or gipped tea ay be =Mad In accedence a0h Seds 5.5 SOS eat due b IS- sin wtd oplebe lade t nibeinst depth N neseeed tan as Top Mr of 3e weals (leas wit 'Thep Wake skis are aay app Ile Men see a Imaged nth speda bpedla n eodep sea Scala 4553* It 'Speck/ bpalbn del andy war Seam 17045 o de IBC for anchorages In //away. TABLE 13 •KSWI( BOLT 3 CARBON STEEL ALLOWABLE TENSION AND SWEAR VALUES (b1 pounds), STRUCTURAL LIO W I W EIOWT CONCRETE OVER STEEL PROFILE DECK'' Frek lb T • 25A cm; 1b•44533 St• & B N'c 'me Maletd Melon a shear values se for anchors SSW In Madura sand IStweight canto henbg h Mann ailed assess tengb 58e tete malSak Refer 10 Rgue 31a Memo dmensb s dh=polite deck Cant eppagate ah5 aapyat, ASTN C330. Std deck See Mee • Minus bow Mal tidawae 5 &0356 bah (OA nab (No, 20 lege) ad SS ilea SS away sh ASTN A 611, 41153 or A1008. These tads ma be lay Intspohned for eatedesdeph batmen the abided saber e Dr •lams distance to S. memr oh bolt to to Mho lower *SI• 11N badlw 'ANawIe WM or spied lade nay be modled n widerdeno. vat Seds 5356* nowt due to ehntbmMbd or nitric bde. 'Anchors diet be pan6od b be bellied In the Si, or upper A M MS cam sM abed *edmabt• aa,Oy. sorbed Seth est5d0n paMaee a nnmdned. *or anchor swing. test Table 2, footnotes 234.7. end B. w Rre Wie0 wises are only ppaible Mae/ ache a Walled WM Redd Impales in accordance was Sedan 4.3 import 'The 3Bif,daMr IY Kwt Bob 3 erasWan ashes mey be SWIM at 5bidi wreathed a In Ism Iola as order b comply WS SaAS 18322 UDC ngedg 8 chutee de nie mentfa awiaaga In fee ape. He base na Sa Sans ree,kaat 515 Vence weber Sandaawe abed In Table 1 need not apply. Refer to Rowe 3. tette 13 apemen allocable tads marls betels! bb Stdns 1d gwegn eats aver sal dtatem h wideidde S mess deck bb Si. upper or bear Wit To Instil the Kirk Bel 3 Miler Si canes though the by Sae de* Tebbe &7,ad 10 dub be tad .07H9H.S Sgltwwgtd anon ad Tebbe 3,4,&0. aid 9 Sal be used to taut with( crapes. TABLE 14 KWOC BOLT CARBON STEEL AND HOT DIPPED GALVANIZED ALLOWABLE TENSION AND SHEAR VALUES (In pounds), NORMAL -WEIGHT CONCRETE, 1-3/4 INCH EDGE DISTANCE'a :1 mh• 2t4 rem 1 pl•&9 lbw, l O a4 'The Shedd Sabo ad M Mute ore for IByaBob 3 MISS In store omegas mane laWg the wipe.• eseaph Mae e nact d beb0409A Commie eppeple IWO wrpy vas ABM C 33 'Alolwbb tads or poled lads nay be welled In ammo war Swan 55 of h aped der b bat W m pd or Soda bet 'Them Ni, vla winss a way spiked. Men mks, in SWIM ate peal fj.dan It norm WM Swim 43 of 5S spot TABLE 16 LENGTH IDENTIFICATION SYSTEM For Si 1 Inch • 254 ma Page 9 Of 9 1s1 Nut - - -- Washer FIGURE 1—KWIK BOLT 3 Thread Area - — Anchor Body .._ ( Ancho Anchor Insta0atton is Restricted to Non-Shaded Areas ESR -1385 FIGURE 2— ACCEPTANCE LOCATIONS (NON - SHADED AREAS) FOR HILTT KWIK BOLT 3 ANCHORS IN GROUT - FILLED CONCRETE MASONRY WALLS FIGURE 3 — INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES E a DEPTH OF EMBEDMENT FIGURE 3—PROFILE OF STRUCTURAL LIGHTWEIGHT CONCRETE OVER METAL DECK 31 STRUCTURAL NOTES 00700 GENERAL CONDITIONS All materials and construction shall conform to the drawings, these notes, and any specifications for this project. During the construction period, the Contractor shall be responsible for the safety of the construction project, including all excavation procedures. The Contractor shall provide adequate lagging, shoring, bracing, guys and protection of adjacent property, structures, streets, and utilities in accordance with all national, state, and local safety ordinances. DO NOT SCALE DRAWINGS. All information shown on the drawings relative to existing conditions is given as the best present knowledge, but without guarantee of accuracy. Where actual conditions conflict with the drawings they shall be reported to the Engineer so that the proper revisions may be made. Construction modifications shall not be made without written approval of the Engineer. Install permanent plaques of not less than 50 square inches in area in one or more conspicuous locations showing the maximum permissible loading. 01312 PROJECT COORDINATION 01412 BUILDING CODES DIVISION 1 - GENERAL REQUIREMENTS The Contractor is responsible for coordinating the work of all trades and shall check all dimensions. The Contractor shall ensure that subcontractors and fabricators receive all applicable design information including geotechnical reports, drawings, notes, and specifications. Any discrepancies shall be called to the attention of the Engineer and be resolved before proceeding with the work. Architectural, mechanical, plumbing, and electrical drawings shall be used to define detail configurations including, but not limited to: relative location at members, elevations, size and location of floor and wall openings, floor recesses, accessible facilities, ducts, pipes and pipe sleeves, electrical conduit, and other items to be embedded in concrete or otherwise incorporated in the structural work. Uniform Building Code (IBC) 2003 Edition Washington State Building Code (Washington Administrative Code (WAC) Chapter 51 -30) 01415 DESIGN LOADS AND CRITERIA Rack Loading: 5,000 Iblevel SEISMIC: Soil Profile Type: Response Modification Factor (R): 01455 TESTING AND INSPECTION All special inspection and testing shall comply with IBC Sections 1701, 1703, 1704, other applicable building code sections and are in addition to the inspections made by the Building Official per IBC Section 109. Special inspections are required for the following work: Installation of wedge anchors, where noted on plans Field Welding: Structural and miscellaneous steel D 4.0 Special inspectors and testing laboratories shall be PROVIDED BY THE OWNER. The Contractor shall coordinate special inspections as well as standard building inspections with the construction schedule and is responsible for facilitating access to areas to be inspected. Special inspectors and testing laboratories shall be certified by the Washington Association of Building Officials (WABO) and approved by the Building Official. The special inspector shall observe the work for conformance with the design drawings and specifications and furnish inspection reports to the Building Official and the Engineer. All discrepancies shall be brought to the immediate attention of the Contractor, Engineer, and the Building Official. The special inspector shall submit a final signed report stating whether the inspected work was in conformance with the design drawings and specifications and the applicable provisions of the building code. Special inspections per IBC Section 1704 are required unless fabricator is approved per Section 1702.1. DIVISION 3 - CONCRETE 03153 WEDGE ANCHORS Wedge anchors in concrete shall be one of the following: ICBO Report Hilti Kwik -Bolt III Wedge Anchors ER -1385 Substitution of another product requires approval of the Engineer. Install anchors per the ICC Report and the manufacturer's instructions. Special inspection is required during installation WHERE NOTED ON THE DETAILS. Do not cut or damage existing reinforcing to install anchors. 05120 STRUCTURAL STEEL Bolts: Nuts: Flat/beveled washers: Filler metal: DIVISION 5 - METALS Structural steel materials, fabrication and erection shall conform to IBC Section 2203 and the AISC 1989 Specification for Structural Steel Buildings. Material specifications, unless noted otherwise: Structural shapes: ASTM A 36 Bars and plates: ASTM A 36 Pipe: ASTM A 53, Grade B, Standard Weight Structural tubing/HSS: ASTM A 500, Grade B ASTM A 307, Grade A ASTM A 563 ASTM F 436 E70XX Substitution of other materials requires approval of the Engineer. Welding shall be performed by WABO certified welders and shall conform to AWS D1.1 and AISC specifications. Minimum fillet weld size shall be 3/16" unless noted otherwise. Field welds shall have special inspection per IBC section 1704.3.1. 07 -31 -2007 STEVE BERGER PO BOX 80526 SEATTLE WA 98108 RE: Permit No. D06 -319 5835 SEGTLE PARK DR C 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 writing 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 09/16/2007 , your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, a er Marshall, Permit Technician xc: Permit File No. 1)06-319 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 02 -02 -2007 STEVE BERGER PO BOX 80526 SEATTLE WA 98108 RE: Permit No. D06 -319 5835 SEGALE PARK DR C TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such 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 writing 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 03/19/2007 , 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, lI AA arshall, Permit Technician xc: Permit File No. De6-319 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206- 431 -3665 August 30, 2006 Steve Berger PO Box 80526 Seattle WA 98108 RE: CORRECTION LETTER #1 Development Permit Application Number 006 -319 Industrial Distribution Group — 5835 Segale Park Dr C Dear Mr. Bergen If you have any questions, please contact me at (206) 433 -7165. end File No. D06 -319 City of Tukwila P:Vennifer\Conection LettersV2006 \D06 -319 Correction Ltr ttLDOC jem Department of Community Development Steve Lancaster, Director Fire Department: Al Metzler, at 206 575 -4404, if you have questions regarding the attached memo. Steven M Mullet, Mayor 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 Fire Department. At this time the Building, Planning, and Public Works Departments have no comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) 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. I have also enclosed a Non - Residential Sewer Use Certification that must be completed prior to issuance of the permit. Corrections/revisions must be made in person and will not be accepted throueh the mail or by a messenger service. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 ` FIRE DEPARTMENT REVIEW COMMENTS Project Name: Industrial Distribution Group 5835 Segale Park Dr C Permit File No: D06 -319 Date: August 23, 2006 Reviewer: Al Metzler, Fire Prevention (206)575 -4407 1. Submit a HMMP (Hazardous Materials Management Plan) and a HMIS (Hazardous Materials Inventory Statement) complying with IFC Sections 2701.5.1 and 2701.5.2 (copies enclosed). ,PERMIT COORD COPY �' PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -319 DATE: 09 -11 -06 PROJECT NAME: INDUSTRIAL DISTRIBUTION GROUP SITE ADDRESS: 5835 SEGALE PARK DR C Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Building Division Public Works ❑ e kI Ak0 4-1 Fire revention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -2802 Incomplete ❑ Structural Review Required ❑ Permit Coordinator ❑ DUE DATE: 09 -12 -06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DATE: Planning Division DUE DATE: 10-10-06 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -319 DATE: 08 -16 -06 PROJECT NAME INDUSTRIAL DISTRIBUTION GROUP SITE ADDRESS: 5835 SEGALE PARK DR C X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: n 24 .0 Bui king Division Lew Public Works Complete Comments: Approved ❑ Notation: PLAN REVIEW /ROUTING SLIP APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: PERMIT COORD COPY GU &I O Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ TUES/THURS ROUT NG: Please Route Structural Review Required REVIEWER'S INITIALS: Planning Division ❑ Permit Coordinator ❑ DUE DATE: 08 -1 7-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DUE DATE: 09-14 -06 Approved with Conditions Not Approved (attach comments) M DATE: Permit Center Use Only _I CORRECTION LETTER MAILED: nkcjt- Departments issued corrections: Bldg ❑ Fire' Ping ❑ PW ❑ Staff Initials:_ Documents/routing slip.doc 2-28-02 09/10/2006 10:49 FAX 2067625329 City of Tukwila Department of Community Development 6300 Southcentcr Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431.3670 Fax: 206 - 431 -3665 Web site: hoo.Wwwv.cttukwila.waits REVISION SUBMITTAL- 1 Revision submittals must be submitted in person at the Permit Center- Revisions will not be accepted through the mail, fax, etc. Date: q/ 9/ o(_ ❑ Response to Incomplete Letter # ® Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Industrial Distribution Group Project Address: 5835 Segale Park Dr C Contact Person: Mark (Tim 4 ae v Phone Number: (&e V) 19q — r 7 0 7 Summary of Revision: (700 f 98- 9 e- Sheet Number(s): "Cloud" or highlight all area, of revision including date of J re_visiion Received at the City of Tukwila Permit Center byf �OIlM five/A / /! rsr. /1 77/ ,tits N,nt - 27 9/, 5. / A / — fi r,/ Ake. — Jie. r,�•� 91 1104. lappliubone \furors- applications on Itnetevision submittal Created: 11-13 -2004 Revised: Plan Checidfertnit Number: D06 -319 C 0 . hay z1o/,r. - C./. fie L/,e P /•o of Entered in Permits Plus on "l (11 61 rtrIrp 4.... fire tK../ /o_/ L wy2ec /PC Air,er..•,c r oft Ar EFC fc-c.l•o-wj ire✓ 4 /... I 002 /002 Steven M. Mullet, Mayor Steve Lancaster, Director CITY OFT/ S A SEP Wag, PERMITCENTEh CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 STATE OF WASHINGTON) COUNTY OF KING ) AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO.: Jl 1 SS. states as follows: [please print] 1. I have made application for a building permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a building permit for work which Is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this building permit to be exempt under No. 1 , and will therefore not be performed by a registered contractor. I understand that I may be waiving certain rights that I Might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. \applications18 -2004 affidavit in lieu of contractor registration ANT Permit Center /Building Division: 206 - 431 - 3670 Public Works Department: 206 - 433 -0179 Planning Division: 206 -431 -3670 and sworn to before me this /5.4, day of „Sep/ember 2006. NOTARY PUBLIC in and for the State of Washington, Residing at king County. Name as commissioned: Mice A. Deacy My commission expires: 6 -it -OR 18.27.090 Exemptions. This chapter shall not apply to: 1. 2. An authorized representative of the United States Government, the State of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district or other municipal or political corporation or subdivision of this state; 3. Officers of the court when they are acting within the scope of their office; 4. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 5. My construction, repair or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 6. The sale or installation of any finished products, materials, or articles of merchandise which are not actually fabricated into and do not become a permanent fixed part of the structure; 7. My construction, alteration, improvement or repair of personal property, except this chapter shall apply to all mobile, manufactured housing. A mobile/manufactured home may be Installed, set up, or repaired by the registered or, legal owner, by a contractor licensed under this chapter, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW; 8. My construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 9. Any person who only fumished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 10. Any work or operation on one undertaking or project by one or more contractors, the aggregate contract price of which for labor and materials and all other items is less than $500.00, such work, or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in all instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into \applications\8 -2004 affidavit in lieu of contractor registration contracts of amounts less than $500.00. for the purpose of the evasion of this chapter or otherwise. The exemption: prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he is a contractor, or that he is qualified to engage in the business of contractor, 11. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except then any of the above work is performed by a registered contractor 12. An owner who contracts for a project with a registered owner; 13. My person working on his own property, whether occupied by him or not, and any person working on his residence, whether owned by him or not but his exemption shall not, apply to any person otherwise covered by this chapter who constructs an improvement on his own property with the intention and for the purpose of selling the improved property; Owners of commercial properties who. use their own employees to do maintenance, repair, and alteration work in or upon their own properties; 15. A licensed architect or civil or professional engineer acting solely in his professional capacity, an electrician licensed under the laws of the state of Washington, or a plumber licensed under the laws of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the licensee is operating within the scope of his license; 16. ' My person who engages in the activities herein regulated as an employee of a registered contractor with wages as his sole compensation; 17. Contractors 'on- highway projects who have been prequalified as required by chapter 13 of the Laws of 1961, RCW 47.28.070 with the department of transportation to perform highway construction, reconstruction, or maintenance work, x x x