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HomeMy WebLinkAboutPermit D18-0019 - GRAINGER - HIGH-RISE CLOSED SHELVINGGRAINGER 6725 TODD BLVD D18-0019 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 7888900060 Permit Number: D18-0019 6725 TODD BLVD Project Name: GRAINGER Issue Date: 5/2/2018 Permit Expires On: 10/29/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: GRAINGER W W INC 18818 TELLER AVE STE 277 C/O MARVIN F POER & CO, IRVINE, UT, 92612 SHANE CHRISTIANSON Phone: (801) 874-5061 5225 WEST WILEY POST WAY - SUITE 200 , SALT LAKE CITY, UT, 84116 WYNRIGHT CORPORATION Phone: (847) 595-9400 2500 YORK RD , ELK GROVE VILLAGE, IL, 60007 WYNRIC*827D3 Expiration Date: 4/5/2020 GRAINGER 100 GRAINGER PKWY, LAKE FOREST, IL, 60045 DESCRIPTION OF WORK: CONVERT THE BULK STORAGE PALLET RACK IN THE SOUTH PORTION OF THE FACILITY TO HIGH-RISE CLOSED SHELVING. DISMANTLE EXISTING RACK AND REPLACE WITH HIGH-RISE CLOSED BIN SHELVING. NEW SHELVING TO CONSIST OF HEAVY DUTY HALLOWEL "H -POST' WITH SOLID SIDE AND BACK PANELS. OVERALL HEIGHT OF THE UNITS WILL MEASURE 246" AND BE BUILT FROM TWO (2) 123" TALL END PANELS SPLICED TOGETHER. Project Valuation: $693,112.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $10,866.80 Occupancy per IBC: S-2 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: fl International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Date: —0)2-1 J • I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of thi state or local la developmen Signature: ermit does not presume to give authority to violate or cancel the provisions of any other ulating construction or the performance of work. I am authorized to sign and obtain this and agree to the conditions attached to this permit. Print Name: '1fr%/,7A 644 &iter Date:2j/ This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 3: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 1: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 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) 2: 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) 4: Maintain fire extinguisher coverage throughout. 7: 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 #2437) 6: 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 #2437) (IFC 901.2) 8: Clearance between ignition sources, such as light fixtures, heaters and flame -producing devices, and combustible materials shall be maintained in an approved manner. (IFC 305.1) 9: 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 13-16.1.4) 10: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.3.1) 11: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 5: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 12: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 13: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 14: ***BUILDING PERMIT CONDITIONS*** 15: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 16: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 17: 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. 18: 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. 19: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 20: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 21: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 22: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 23: 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. 24: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0611 EMERGENCY LIGHTING 1400 FIRE FINAL 4046 SI-EPDXY/EXP CONC CITY OF TULA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. b[ 0-0017 Project No. Date Application Accepted: 1 . —,-'I g Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: King Co Assessor's Tax No.: 6725 S. Todd Blvd, Tukwila, WA 98188-4771 Tenant Name: Grainger PROPERTY OWNER Name: Shane Christianson Name: Grainger Cin': Salt Lake City State: UT zip: 84116 Address: 100 Grainger Parkway Email: schristianson@wynright.com City: Lake Forest State: IL Zip: 60045 CONTACT PERSON — person receiving all project communication Name: Shane Christianson Address: 5225 West Wiley Post Way, Suite 200 Cin': Salt Lake City State: UT zip: 84116 Phone: (801) 874-5061 Fax: (801) 359-9911 Email: schristianson@wynright.com GENERAL CONTRACTOR INFORMATION Company Name: Wynright Corp. Address: 2500 York Road City: Elk Grove Village State: IL Zip: 60007 Phone: (847) 595-9400 Fax: (847) 595-2126 Contr Reg No.: WYNRIC907-P Exp Date: Tukwila Business License No.: H:Wpplications\Forns-Applications On Line \20I1 Applications\Permit Application Revised - 8-9-11. docx Revised: August 2011 bh Suite Number: Floor: New Tenant: ❑ Yes m ..No ARCHITECT OF RECORD Company Name: SEIZMIC Engineering Engineer Name: Sal E Fateen Company Name: City: Pomona State: CA zip: 91768 Phone: (909) 869-0989 Fax: (909) 869-0981 Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: SEIZMIC Engineering Engineer Name: Sal E Fateen Address: 161 Atlantic St City: Pomona State: CA zip: 91768 Phone: (909) 869-0989 Fax: (909) 869-0981 Email: operations@seizmicinc.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Grainger Address: 100 Grainger Parkway City: Lake Forest State: IL Zip: 60045 Page 1 of 4 BUILDING PERMIT INFORMATI sin. - 206-431-3670 Valuation of Project (contractor's bid price): $ 693,112 Describe the scope of work (please provide detailed information): Existing Building Valuation: $ 7,500,000 This proposal consists of the conversion of the bulk storage pallet rack located in the South portion of the Tukwila, WA facility to high-rise closed shelving. The scope of work will consist of first dismantling the existing rack currently in place at the facility. The existing bulk rack would be replaced by high rise closed bin shelving. The proposed new bin shelving will consist of heavy duty Hallowell "H -Post" design with solid side and back panels. The overall height of the units to be installed will measure 246" in height and be built from two (2) 123" tall end panels field spliced together. Will there be new rack storage? 9 Yes m.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm 0 None ❑ Other (specify) / Will there be storage or use of flammable, combustible or hazardous materials in the building? E1 Yes No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H: WpplicationsWorms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1s` Floor 57,300 rd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck 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 of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm 0 None ❑ Other (specify) / Will there be storage or use of flammable, combustible or hazardous materials in the building? E1 Yes No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H: WpplicationsWorms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 2 of 4 PERMIT APPLICATION NOTES 4"" 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. 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). 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 OWNER OR UTHORI ED AGENT: Signature: Print Name: Lanard Saunders Mailing Address: 6725 Todd Boulevard H:Wpplications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Date: /,0202//g Day Telephone: (425) 738-6121 Tukwila WA 98188 City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY I PAID $10,866.80 D18-0019 Address: 6725 TODD BLVD Apn: 7888900060 $10,866.80 DEVELOPMENT $10,547.32 PERMIT FEE R000.322.100.00.00 0.00 $6,389.59 PLAN CHECK FEE R000.345.830.00.00 0.00 $4,153.23 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $319.48 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R13509 R000.322.900.04.00 0.00 $319.48 $10,866.80 Date Paid: Monday, January 22, 2018 Paid By: WYNWRIGHT Pay Method: CHECK 2098589 Printed: Monday, January 22, 2018 1:39 PM 1 of 1 CRWSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Dt8-oo J 7 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro'ect:` T f Iop tion: Add--r77ess: 2,5"�-�� n BL v. Date Called: Special Instructions: Date Wanted: /2- 7 - ?wlV a.m. p.m. Request r: Phone No: i 112-S--- 1 6J6 ryiApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: ,ur �c�n5 FWA-1- Xt.71 soczAiot Inspector:`:5 ff G Date/R- 7-20/C / REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 1M-oo►q PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: �7raoN9er Ty.p4 of Inspection: 13.;1 101 FiM AL 3&k: U F--- Address: ,�J 6725 Tod: Blvd Date Called: Special Instructions: 6t'l CQ .i '' ��{ e2 _ Date Wanted: ii-i6--zoig p.m. Requester: L- C r�6 . vi .S t �6/� o (f 4 1 Phone No: Be; Ltkcovo, Lcc Vocce ti ElApproved per applicable codes.Corrections required prior to approval. COMMENTS: - 3&k: U F--- t v4k I A hl -L 10 df Apred l )0ef_of S elit.a 1'� 't om` L- C r�6 . vi .S t �6/� o (f 4 1 Be; Ltkcovo, Lcc Vocce ti a+ 1-716(0-9/f_c7Z-0._ Inspector: it Date: C REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD (�'gaOl Retain a copy with permit PERMIT N0. CITY Of TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: • t9rA 1 N. Inspecti: Ty Inspection t t, I td i elcs FwAL :t9 Address: ter. &7z5 I ext 3 Lvd. Date Called: Special Instructions: 71 ILA • Date Wanted:// // ,,ai�m. �( . Rai iZb ow; Ph_gne 01'.871+ '.8/'T-50621 Approved per applicable codes. Corrections required prior to approval. COMMENTS: cA etPi kucd. fre fi rt_ geiedts Dia hto fl" it)62a kit REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. -3 - 9 330 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206 438-9350 D 18-0019 Project: �� 1 � � (.7251 w� Type of Inspection: � �G� L li' Address:,— ddress: G vial /Op.- Date Called/ • T. EPnx/ Ih d, Special Instructions: cl Date Want d: Date 6: I I - 2O1kC Requester: Phoma N / 1/ 7 49-45641 roved per applicable codes. orrections required prior to approval. E MER &EN c.Y L I ro l -T eeRet0 als S.�.. E.PcxY/ExP Caere- )1?-ok re,- 5 ..1. nspector.� at REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: 3' 11-201 Project: te-eifeif Needs Shift Inspection: Sprinklers: " Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: r Zit ) S3 Date: ///11// f $100.00 REINSPECTION FEE. REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection.. Bitting Address Attn: Address: City: Company Name: State: Zip: INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: i ' Type fInspectio : Addres #s:: 6 , fo,daContact gi � Person:5Suite 4 f)Special Instructions: Monitor: Phon No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: �'I.Qi✓C�,evl e c1 f(5itl/d'i T/✓.G fir r1La Wrwe Needs Shift Inspection: 4) Sprinklers: e Fire Alarm: 7-C 5 (-e Hood & Duct: Monitor: Pre -Fire: ��{ 5 Permits: Occupancy Type: Je,✓e h /5c.... -- Inspector: ----14,1 TZ — Date:f Ori b Hrs.: I $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Cali to schedule a reinspection. Billing Address Attn: Address: Company Name: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 t�- INSPECTION RECORD Retie Copji'wittpeirrni INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Project: ! � , J 1 61€ Sprinklers: YE 5 E3 - Type of Inspection: e)?i- 6/4K77,1 ,��az- Su e Address 6_, 2 Tan ' i,d ,b Contact Person:(N by S pecial Instructions: 1 N' A/ -F (2ILtiv &-I Phone o,: 1 nApproved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: YE 5 E3 - ern - L(C kt70--) 13) ,r1Os-r- /WE -6 Hood & Duct: t f r AJ6 L/ (-c -i i-ci- p4 - 7 74 0 Fie -a____, 4-00 /9-p0' - Lr 4,/-[n 71 6----7- / c*.,Y:)'t /GF-oaT'" - Cet-t c r-va- g -e -/A.: -.5p. Occupancy Type: 1 N' A/ -F (2ILtiv &-I Needs Shift Inspection: Sprinklers: YE 5 E3 - Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: F%4 6-4-- Date: -:-/-1311 ( Hrs.: f $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain awith permit coPY INSPECTION NUMBER N\ c -0019 PERMIT NUMBERS CITY OF TUI4WILA SIRE DEPARTMENT 206-579-4407 Project:: � prinlders: Type of In�pecti JL- Address:Contact Suite #: ( 7 2,5-7 #Bi o� Person: Special Instructions: Occupancy Type: Phone No.: 7[Approved per applicable codes. COMMENTS: Corrections required prior to approval. 51,t, t vK,, , s ,14e.d -1 _ Flog r P - e,4-(4 �., E e CAido. C Needs Shift Inspection: prinlders: Fire Alarm: ood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 53 ' Date: 6/12_ / s Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: ,;. State: Zip: Word/Inspection Record Form.Doc T.F.D. Form F.P. 113 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing ui$-001 q RECEIVED CITY OF TUKWILA MN 1 1 2018 PROPRIETARY ANCHOR MECHANICAL INSPECTION REQ CENTER Job Number: 18-0219 Project: Address: Inspector: Report Number: Grainger—Tukwila (High Rise Bin Shelving) 6725 Todd Blvd., Tukwila Ethan Olson, Biniyam Ejigu 367536 Client: Address: Date: Permit Number: D18-0019 Wynright Corporation 2500 York Road, Elk Grove 3/27/2018 Description/Location: Onsite for proprietary anchor of expansion bolts Hilti KBTZ at the base of the high rise shelves. All elements conform to the corresponding approved project documents Intended Use: Attaching shelving to concrete Building Code & Year: Anchor Style: Expansion 0 Screw Anchor Size & Quantity: 3/8" (20) 1 Sleeve ■ Drop In ESR Number: 1917 Anchor Manufacturer: Hilti Anchor Type: KBTZ Hole Diameter: 7/16" Hole Depth: 2 1/2" Required Embedment: 2" Anchor Length: 3" Concrete Thickness: Existing Concrete Strength: Existing Base Material: ® Normal Weight Concrete • Light Weight Concrete 1 CMU 1 Brick ■ Composite Deck Hole Cleaning: ■ Compressed Air 1 Hand Pump .4 Other: Vacuum ORA Torque Wrench ID: 6107 Torque: 25 ft -lbs Drill Bit (ANSI B212.15): >:/ Yes ■ No Weather: Indoors Ambient Temperature: 64° Reference Standard(s) Used: Copies to: Client X Engineer Owner X Contractor Architect X Building Dept. Others Comments Technical Responsibility: Conforms X Does Not Conform 5Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN-87-02(Rev 05/13) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing PROPRIETARY ANCHOR MECHANICAL INSPECTION REPORT Job Number: 18-0219 Project: Address: Inspector: Report Number: Grainger—Tukwila (High Rise Bin Shelving) 6725 Todd Blvd., Tukwila Travis Linn 340306 Client: Address: Date: Permit Number: Wynright Corporation 2500 York Road, Elk Grove 4/25/2018 D18-0019 Description/Location: ORA representative onsite to inspect the installation of wede anchors for proper embedment, proper torque, and placement specifications. Location: rows 42/E, F, G, and H Intended Use: Anchor shelving units to slab Building Code & Year: IBC 2015 Reference Standard(s) Used: Copies to: Client X Engineer Owner X Contractor Architect X Building Dept. Others Comments Technical Responsibility: Conforms X Does Not Conform Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 -- Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN-87-02(Rev 05/13) Anchor Size & Quantity: 3/8" (192) Anchor Style: Expansion ►Z/ Screw ■ Sleeve 1 Drop In ESR Number: 1917 Anchor Manufacturer: Hilti Anchor Type: KB -TZ Hole Diameter: 3/8" Hole Depth: 2' /2" Required Embedment: 2 /2" Anchor Length: 3" Concrete Thickness: 5'/i' Concrete Strength: 3500 0 Light Weight Concrete CMU Base Material: 0 Normal Weight Concrete ■ • Brick ■ Composite Deck Hole Cleaning: ■ Compressed Air 1 Hand Pump ® Other: Vacuum ORA Torque Wrench ID: 6063 Torque: 25 ft -lbs Drill Bit (ANSI B212.15): ■ Yes ■ No Weather: Sunny Ambient Temperature: 72°F Reference Standard(s) Used: Copies to: Client X Engineer Owner X Contractor Architect X Building Dept. Others Comments Technical Responsibility: Conforms X Does Not Conform Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 -- Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN-87-02(Rev 05/13) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 352734 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Grainger - Tukwila (High Rise Bin Shelving) 6725 Todd Blvd. Tukwila Wynright Corporation Permit Number: Job Number: Client Address: D18-0019 18-0219 2500 York Road, IL Inspections Performed Steel Decking Structural Steel Fabrication Structural Steel Erection Other (specify): Cancel X Other (specify): Inspector and Date Steven Moser 5/11/2018 Copies to: Client Owner Architect Remarks Arrived on site as requested to perform a mechanical proprietary anchor inspection. Upon reviewing plans and materials, noted the anchor length was only 3" when plans called for 3 %". Therefore, not able to achieve the embedment depth of 2'/2" minimum. Upon arrival reviewing inspection reports noticed that prior installations occurred in this same fashion and previous inspectors gave the contractor conforming reports. Notified the contractor to contact the engineer of record to see how they would like to proceed with this situation, as well as to get the suggestion in writing form the engineer so we can follow the recommendations. X Engineer X Contractor X Building Dept. Others Technical Responsibility: Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN -63-05 (Rev 10/10) Date Updated soh c) N z_ H w z . N J Q (.9 W OJ 0)IQ g w o ea N Z _ O vas wOa 0 z V a 0 a� L d a` Date Resolved Action Required (e.g. reinspection, engineer follow up, etc.) Engineer Approval Remarks Upon reviewing plans and materials, noted the anchor length was only 3" when plans called for 3 %". Inspector(s) Steven Moser Report No. 352734 Inspection Date 5/11/2018 C 2 z `- 0 E c 0 N g_ c 3 0 .0 m Technical Responsibility: a U N 0 0 0. 4- 0 0 v 0 0. C O >4 C O o a 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 ES ICC EVALUATION SERVICE �.. Innovation L....! RESEARCH LABS ICC -ES Report ICC -ES 1 (800) 423-6587 1 (562) 699-0543 1 www.icc-es.org RECEIVED CITY OF TUKWILA FEB 26 2018 PERMIT CENTER Most Widely Accepted and Trusted ESR -1917 Reissued 05/2017 This report is subject to renewal 05/2019. DIVISION: 03 00 00—CONCRETE SECTION: 0316 00—CONCRETE ANCHORS DIVISION: 05 00 00—METALS SECTION: 05 05 19—POST-INSTALLED CONCRETE ANCHORS r' r7 L_ REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 100 PLANO, TEXAS 75024 EVALUATION SUBJECT: REVIEWED FOR CODE COMPLIANCE APPROVED MAR 01 2018 City of Tukwila BUILDING DIVISION HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE b19-.0017 C'C��'t7� IC��i7� PMG LISTED CORRECTION Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" A Subsidiary of COD caunc e ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2017 ICC Evaluation Service, LLC. All rights reserved. ISO/IEC 17065 Product Certlfcalion Body 61000 SCC AccrMS.tl CB.P/S ocp8 Accridit CCN MeICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC -ES Evaluation Report ESR -1917 Reissued May 2017 This report is subject to renewal May 2019. www.icc-es.or 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com HiltiTechEnuaus.hilti.com EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: • 2015, 2012, 2009 and 2006 Intemational Building Code® (IBC) • 2015, 2012, 2009 and 2006 International Residential Code® (IRC) ■ 2013 Abu Dhabi Intemational Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. For evaluation for compliance with the National Building Code of Canada® (NBCC), see listing report ESL -1067 at http://www.icc-es.orq/reports/pdf files/ESL-1067.pdf Property evaluated: Structural 2.0 USES The Hilti Kwik Bolt TZ anchor (KB -TZ) is used to resist static, wind, and seismic tension and shear loads in cracked and uncracked normal -weight concrete and lightweight concrete having a specified compressive strength, fc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The 3/8 -inch- and 1/2 -inch -diameter (9.5 mm and 12.7 mm) carbon steel KB -TZ anchors may be installed in the topside of cracked and uncracked normal -weight or sand -lightweight concrete -filled steel deck having a minimum member thickness, hmin,deck, as noted in Table 6 of this report and a specified compressive strength, fc, of 3,000 psi to 8,500 psi (20.7 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The 3/8 -inch-, 1/2 -inch-, 5/8 -inch- and 314 -inch diameter (9.5 mm, 12.7 mm and 15.9 mm) carbon steel KB -TZ anchors may be installed in the soffit of cracked and uncracked normal -weight or sand -lightweight concrete over metal deck having a minimum specified compressive strength, fc, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The anchoring system complies with anchors as described in Section 1901.3 of the 2015 IBC, Section 1909 of the 2012 IBC, and Section 1912 of the 2009 and 2006 IBC. The anchoring system is an alternative to cast -in- place anchors described in Section 1908 of the 2012 IBC, and Section 1911 of the 2009 and 2006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 KB -TZ: KB -TZ anchors are torque -controlled, mechanical expansion anchors. KB -TZ anchors consist of a stud (anchor body), wedge (expansion elements), nut, and washer. The anchor (carbon steel version) is illustrated in Figure 1. The stud is manufactured from carbon steel or AISI Type 304 or Type 316 stainless steel materials. Carbon steel KB -TZ anchors have a minimum 5 pm (0.0002 inch) zinc plating. The expansion elements for the carbon and stainless steel KB -TZ anchors are fabricated from Type 316 stainless steel. The hex nut for carbon steel conforms to ASTM A563-04, Grade A, and the hex nut for stainless steel conforms to ASTM F594. The anchor body is comprised of a high-strength rod threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three -section expansion element which freely moves around the mandrel. The expansion element movement is restrained by the mandrel taper and by a collar. The anchor is installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor, the mandrel is drawn into the expansion element, which is in turn expanded against the wall of the drilled hole. 3.2 Concrete: Normal -weight and lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 3.3 Steel Deck Panels: Steel deck panels must be in accordance with the configuration in Figures 5A, 5B, 5C and 5D and have a ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed =N - as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as ■e t to any finding or other matter in this report, or as to any product covered by the report. IXTRAart oun,e Copyright © 2017 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 14 , ESR -1917 1 Most Widely Accepted and Trusted minimum base steel thickness of 0.035 inch (0.899 mm). Steel must comply with ASTM A653/A653M SS Grade 33 and have a minimum yield strength of 33,000 psi (228 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2015 IBC, as well as Section R301.1.3 of the 2015 IRC must be determined in accordance with ACI 318-14 Chapter 17 and this report. Design strength of anchors complying with the 2012 IBC as well as Section R301.1.3 of the 2012 IRC, must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report. Design strength of anchors complying with the 2006 IBC and Section R301.1.3 of the 2006 IRC must be in accordance with ACI 318-05 Appendix D and this report. Design parameters provided in Tables 3, 4, 5 and 6 of this report are based on the 2015 IBC (ACI 318-14) and the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12. The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Strength reduction factors, 0, as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, and noted in Tables 3 and 4 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 5.3 of ACI 318-14 or Section 9.2 of ACI 318-11, as applicable. Strength reduction factors, 0, as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318-11 Appendix C. An example calculation in accordance with the 2015 and 2012 IBC is provided in Figure 7. The value of fa used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. 4.1.2 Requirements for Static Steel Strength in Tension: The nominal static steel strength, Nsa, of a single anchor in tension must be calculated in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable. The resulting N. values are provided in Tables 3 and 4 of this report. Strength reduction factors ¢ corresponding to ductile steel elements may be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength of a single anchor or group of anchors in tension, Ncb or Ncbg, respectively, must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, with modifications as described in this section. The basic concrete breakout strength in tension, Nb, must be calculated in accordance with ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, using the values of hef and kcr as given in Tables 3, 4 and 6. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.2.6 or ACI 318-11 D.5.2.6, as applicable, must be calculated with kuncr as given in Tables 3 and 4 and with (Pc,N= 1.0. For carbon steel KB -TZ anchors installed in the soffit of sand -lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, calculation of the concrete breakout strength is not required. Page 2 of 14 4.1.4 Requirements for Static Pullout Strength in Tension: The nominal pullout strength of a single anchor in accordance with ACI 318-14 17.4.3.1 and 17.4.3.2 or ACI 318-11 D.5.3.1 and D.5.3.2, respectively, as applicable, in cracked and uncracked concrete, Np,cr and Np,uncr, respectively, is given in Tables 3 and 4. For all design cases WcP = 1.0. In accordance with ACI 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, the nominal pullout strength in cracked concrete may be calculated in accordance with the following equation: NP,fc = NP,cr zz sOo (Ib, psi) (Eq -1) _ (N, MPa) P,fc — NAcr 17.2 In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal pullout strength in tension may be calculated in accordance with the following equation: N = N ` (Ib, psi) P,fpuncr 2,500 (Eq -2) NP,fc = NP,, ` (N, MPa) 17.2 Where values for Np,cr or Np,uncr are not provided in Table 3 or Table 4, the pullout strength in tension need not be evaluated. The nominal pullout strength in cracked concrete of the carbon steel KB -TZ installed in the soffit of sand -lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, is given in Table 5. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the nominal pullout strength in cracked concrete must be calculated in accordance with Eq -1, whereby the value of Np,deck,cr must be substituted for Np,cr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal strength in uncracked concrete must be calculated according to Eq -2, whereby the value of Np,deck,uncr must be substituted for Np,uncrand the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. The use of stainless steel KB -TZ anchors installed in the soffit of concrete on steel deck assemblies is beyond the scope of this report. 4.1.5 Requirements for Static Steel Strength in Shear: The nominal steel strength in shear, Vsa, of a single anchor in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, is given in Table 3 and Table 4 of this report and must be used in lieu of the values derived by calculation from ACI 318-14 Eq. 17.5.1.2b or ACI 318-11 Eq. D-29, as applicable. The shear strength Vsa,deck of the carbon -steel KB -TZ as governed by steel failure of the KB -TZ installed in the soffit of sand -lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, is given in Table 5. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, respectively, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength, Vb, must be calculated in ESR -1917 1 Most Widely Accepted and Trusted accordance with ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2, as applicable, based on the values provided in Tables 3 and 4. The value of to used in ACI 318-14 Eq. 17.5.2.2a or ACI 318-11 Eq. D-33 must be taken as no greater than the lesser of hef or 8da. For carbon steel KB -TZ anchors installed in the soffit of sand -lightweight or normal -weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, calculation of the concrete breakout strength in shear is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear: The nominal concrete pryout strength of a single anchor or group of anchors, Vcp or Vcpg, respectively, must be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, modified by using the value of kcp provided in Tables 3 and 4 of this report and the value of No or Ncb9 as calculated in Section 4.1.3 of this report. For carbon steel KB -TZ anchors installed in the soffit of sand -lightweight or normal -weight concrete over profile steel deck floor and roof assemblies, as shown in Figures 5A, 5B, and 5C, calculation of the concrete pry -out strength in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3 is not required. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, the design must be performed in accordance with ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Modifications to ACI 318-14 17.2.3 shall be applied under Section 1905.1.8 of the 2015 IBC. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318 (-08, -05) D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC, or Section 1908.1.16 of the 2006 IBC, as applicable. The anchors comply with ACI 318-14 2.3 or ACI 318-11 D.1, as applicable, as ductile steel elements and must be designed in accordance with ACI 318-14 17.2.3.4, 17.2.3.5, 17.2.3.6 or 17.2.3.7; or ACI 318-11 D.3.3.4, D.3.3.5, D.3.3.6 or D.3.3.7; ACI 318-08 D.3.3.4, D.3.3.5 or D.3.3.6; or ACI 318-05 D.3.3.4 or D.3.3.5, as applicable. Strength reduction factors, 0 are given in Tables 3 and 4 of this report. The anchors may be installed in Seismic Design Categories A through F of the IBC. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318-14 17.4.1 and 17.4.2 or ACI 318-11 D.5.1 and D.5.2, as applicable, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the appropriate pullout strength in tension for seismic loads, Np,eq, described in Table 4 or Np,deck,cr described in Table 5 must be used in lieu of Np, as applicable. The value of Np,eq or Np,deck,cr may be adjusted by calculation for concrete strength in accordance with Eq -1 and Section 4.1.4 whereby the value of Np,deck,cr must be substituted for Np,cr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. If no values for Np,eq are given in Table 3 or Table 4, the static design strength values govern. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength in shear must be calculated in accordance with ACI 318-14 17.5.2 and 17.5.3 or ACI 318-11 D.6.2 and D.6.3, respectively, as applicable, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, the appropriate value for nominal Page 3 of 14 steel strength for seismic loads, Vsa,eq described in Table 3 and Table 4 or Vsa,deck described in Table 5 must be used in lieu of Vsa, as applicable. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tension and shear forces, the design must be performed in accordance with ACI 318-14 17.6 or ACI 318-11 D.7, as applicable. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3 or ACI 318-11 D.8.1 and D.8.3, respectively, as applicable, values of scorn and cmin as given in Tables 3 and 4 of this report must be used. In lieu of ACI 318-14 17.7.5 or ACI 318-11 D.8.5, as applicable, minimum member thicknesses hm,n as given in Tables 3 and 4 of this report must be used. Additional combinations for minimum edge distance, Cmin, and spacing, smin, may be derived by linear interpolation between the given boundary values as described in Figure 4. For carbon steel KB -TZ anchors installed on the top of normal -weight or sand -lightweight concrete over profile steel deck floor and roof assemblies, the anchor must be installed in accordance with Table 6 and Figure 5D. For carbon steel KB -TZ anchors installed in the soffit of sand -lightweight or normal -weight concrete over profile steel deck floor and roof assemblies, the anchors must be installed in accordance with Figure 5A, 5B and 5C and shall have an axial spacing along the flute equal to the greater of 3hefor 1.5 times the flute width. 4.1.11 Requirements for Critical Edge Distance: In applications where c < cac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, must be further multiplied by the factor tPcp,N as given by Eq -1: y`cp,N = cac (Eq -3) whereby the factor Cucp,N need not be taken as Tess than 1.5her . For all other cases, 4Pcp,N = 1.0. In lieu of cao using ACI 318-14 17.7.6 or ACI 318-11 D.8.6, as applicable, values of can must comply with Table 3 or Table 4 and values of cac,deck must comply with Table 6. 4.1.12 Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor Aa equal to 0.8A is applied to all values of f; affecting Nn and Vn. For ACI 318-14 (2015 IBC), ACI 318-11 (2012 IBC) and ACI 318-08 (2009 IBC), A shall be determined in accordance with the corresponding version of ACI 318. For ACI 318-05 (2006 IBC), A shall be taken as 0.75 for all lightweight concrete and 0.85 for sand -lightweight concrete. Linear interpolation shall be permitted if partial sand replacement is used. In addition, the pullout strengths Alpena, Next. and Np,eq shall be multiplied by the modification factor, )a, as applicable. For anchors installed in the soffit of sand -lightweight concrete -filled steel deck and floor and roof assemblies, further reduction of the pullout values provided in this report is not required. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design (working stress design) load combinations calculated in accordance with Section 1605.3 of the IBC, must be established as follows: ESR -1917 I Most Widely Accepted and Trusted Page 4 of 14 Tallowable,ASD Vallowable,ASD where: Tallowable,ASD Vallowable,ASD own a _ qVn a Allowable tension load (Ibf or kN). = Allowable shear load (Ibf or kN). ONn = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, ACI 318-05 Appendix D and 2006 IBC Section 1908.1.16, and Section 4.1 of this report, as applicable (Ibf or N). = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter 17 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, ACI 318-05 Appendix D and 2006 IBC Section 1908.1.16, and Section 4.1 of this report, as applicable (Ibf or N). = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for nonductile failure modes and required over - strength. The requirements for member thickness, edge distance and spacing, described in this report, must apply. An example of allowable stress design values for illustrative purposes in shown in Table 7. 4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318-14 17.6 or ACI 318-11 D.7, as applicable, as follows: For shear loads Vapplied <_ 0.2 Vallowable,ASD, the full allowable load in tension must be permitted. For tension loads Tapplled <_ 0.2Ta11owable,ASD, the full allowable load in shear must be permitted. qVn For all other cases: Tapplied + Vapplied < 1 .2 Tallowable,ASD Vallowable,ASD 4.3 Installation: (Eq -4) Installation parameters are provided in Tables 1A, 1B and 6 and Figures 2, 5A, 5B, 5C and 5D. Anchor locations must comply with this report and plans and specifications approved by the code official. The Hilti KB -TZ must be installed in accordance with manufacturer's published instructions and this report. In case of conflict, this report governs. Anchors must be installed in holes drilled into the concrete using carbide -tipped masonry drill bits complying with ANSI B212.15-1994. The minimum drilled hole depth is given in Tables 1A and 1 B. Prior to installation, dust and debris must be removed from the drilled hole to enable installation to the stated embedment depth. The anchor must be hammered into the predrilled hole until hnom is achieved. The nut must be tightened against the washer until the torque values specified in Tables 1A and 1B are achieved. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck not exceed the diameter of the hole in the concrete by more than 1/8 inch (3.2 mm). For member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figures 5A, 5B and 5C. 4.4 Special Inspection: Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2015 IBC and 2012 IBC; Section 1704.15 and Table 1704.4 of the 2009 IBC; or Section 1704.13 of the 2006 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, anchor spacing, edge distances, concrete member thickness, tightening torque, hole dimensions, anchor embedment and adherence to the manufacturers printed installation instructions. The special inspector must be present as often as required in accordance with the "statement of special inspection." Under the IBC, additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE The Hilti KB -TZ anchors described in this report comply with the codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Anchor sizes, dimensions, minimum embedment depths and other installation parameters are as set forth in this report. 5.2 The anchors must be installed in accordance with the manufacturers published instructions and this report. In case of conflict, this report governs. 5.3 Anchors must be limited to use in cracked and uncracked normal -weight concrete and lightweight concrete having a specified compressive strength, fo, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1], and cracked and uncracked normal -weight or sand -lightweight concrete over metal deck having a minimum specified compressive strength, f 'c, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 5.4 The values of fc used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.5 Strength design values must be established in accordance with Section 4.1 of this report. 5.6 Allowable design values are established in accordance with Section 4.2. 5.7 Anchor spacing and edge distance as well as minimum member thickness must comply with Tables 3, 4, and 6, and Figures 4, 5A, 56, 5C and 5D. 5.8 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.9 Since an ICC -ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is .ESR -1917 I Most Widely Accepted and Trusted Page 5 of 14 unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.10 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (ft > fr), subject to the conditions of this report. 5.11 Anchors may be used to resist short-term loading due to wind or seismic forces in locations designated as Seismic Design Categories A through F of the IBC, subject to the conditions of this report. 5.12 Where not otherwise prohibited in the code, KB -TZ anchors are permitted for use with fire -resistance - rated construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind or seismic forces only. • Anchors that support a fire -resistance -rated envelope or a fire- resistance -rated membrane are protected by approved fire -resistance- rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements. 5.13 Use of zinc -coated carbon steel anchors is limited to dry, interior locations. 5.14 Use of anchors made of stainless steel as specified in this report are permitted for exterior exposure and damp environments. 5.15 Use of anchors made of stainless steel as specified in this report are permitted for contact with preservative - treated and fire -retardant -treated wood. 5.16 Anchors are manufactured by Hilti AG under an approved quality -control program with inspections by ICC -ES. 5.17 Special inspection must be provided in accordance with Section 4.4. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC -ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated October 2015, which incorporates requirements in ACI 355.2-07 / ACI 255.2-04 for use in cracked and uncracked concrete. 6.2 Quality -control documentation. 7.0 IDENTIFICATION The anchors are identified by packaging labeled with the manufacturer's name (Hilti, Inc.) and contact information, anchor name, anchor size, and evaluation report number (ESR -1917). The anchors have the letters KB -TZ embossed on the anchor stud and four notches embossed into the anchor head, and these are visible after installation for verification. ESR -1917 1 Most Widely Accepted and Trusted TABLE 1A—SETTING INFORMATION (CARBON STEEL ANCHORS) Page 6 of 14 SETTING INFORMATION Symbol Units Nominal anchor diameter (in.) 3/4 1/2 6/8 3/4 Anchor O.D. de 2 (do) In. (mm) 0.375 (9.5) 0.5 (12.7) 0.625 (15.9) 0.75 (19.1) Nominal bit diameter d44 In. 3/8 1/2 58 3/4 Effective min. embedment het In. (mm) 11/2 (38) 2 (51) 23/4 (70) 2 (51) 31/4 (83) 31I6 (79) 4 (102) 31/4 (83) 33/4 (95) 43/4 (121) Nominal embedment h""m In. (mm) 113/,8 (46) 25/16 (59) 31/18 (78) 23/8 (60) 35/8 (91) 39/16 (91) 47/16 (113) 373/16 (97) 45/16 (110) 55/16 (136) Min. hole depth h" In. (mm) 2 (51) 25/8 (67) 33/8 (86) 25/8 (67) 4 (102) 33/4 (95) 43/4 (121) 4 (102) 41/2 (114) 53/4 (146) Min. thickness of fastened part' tmm In. (mm) 0 (0) 0 (0) 0 (0) 3/4 (19) 1/4 (6) 3/8 (9) 3/4 (19) 0 (0) 0 (0) 7/8 (23) Required Installation torque TR,,1 ft -Ib (Nm) ) 25 (34) 40 (54) 60 (81) 110 (149) Min. dia. of hole in fastened part dh In. (mm) 7/16 (11.1) 9/16 (14.3) 11/16 (17.5) 13/16 (20.6) Standard anchor lengths "� In. (mm) 3 (76) 33/4 (95) 5 (127) 33/4 (95) 41/2 (114) 51/2 (140) 7 (178) 43/4 (121) 6 (152) 81/2 (216) 10 (254) 51/2 (140) 7 (178) 8 (203) 10 (254) Threaded length (incl. dog point) t6 reed In. (mm) 11/2 (38) 21/4 (57) 31/2 (93) 15/8 (41) 23/8 (60) 33/8 (86) 47/8 (124) 11/2 (38) 23/4 (70) 51/4 (133) 63/4 (171) 21/2 (63) 4 (103) 5 (128) 7 (179) Unthreaded length 4nmr In.1'/2 (mm) (39) 2'/6 (54) 31/4 (83) 3 (77) 'The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness is required, increase the anchor embedment to suit. 2The notation in parenthesis is for the 2006 IBC. TABLE 1B—SETTING INFORMATION (STAINLESS STEEL ANCHORS) SETTING INFORMATION Symbol Units Nominal anchor diameter (in.) 3/8 1/2 6/8 3/4 Anchor O.D. d 2 (d") In. (mm) 0.375 (9.5) 0.5 (12.7) 0.625 (15.9) 0.75 (19.1) Nominal bit diameter d99 In. 3/8 1/2 /8 34 Effective min. embedment he' In. (mm) 2 (51) 2 (51) 3'4 (83) 31/8 (79) 4 (102) 33/4 (95) 43/4 (121) Nominal embedment h„°,,' in. (mm) 25/16 (59) 23/8 (60) 35/8 (91) 39/16 (91) 47/16 (113) 45/16 (110) 55/18 (136) Min. hole depth h" In. (mm) 25/8 (67) 25/8 (67) 4 (102) 33/4 (95) 43/4 (121) 41/2 (114) 53/4 (146) Min. thickness of fastened part' fm`" In. (mm) 1/4 (6) 3/4 (19) 1/4 (6) 3/8 (9) 3/4 (19) 1/8 (3) 15/8 (41) Required Installation torque T"4` ft -Ib (Nm) 25 (34) 40 (54) 60 (81) 110 (149) Min. dia. of hole in fastened part da In. (mm) 7/16 (11.1) 9/16 (14.3) 11/16 (17 5) 13/16 (20.6) Standard anchor lengths fu°`h In. (mm) 3 (76) 33/4 (95) 5 (127) 33/4 (95) 41/2 (114) 51/2 (140) 7 (178) 43/4 (121) 6 (152) 81/2 (216) 10 (254) 5'/2 (140) 8 (203) 10 (254) Threaded length (incl. dog point) /thread In. (mm) 7/8 (22) 15/8 (41) 27/8 (73) 15/8 (41) 23/8 (60) R 33/8 (86) 47/8 (124) 11/2 (38) 23/4 (70) 51/4 (133) 63/4 (171) 11/2 (38) 4 (102) 6 (152) Unthreaded length f"n'hr In. (mm) 21/8 (54) 21/8 (54) 314 (83) 4 (102) 'The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness is required, increase the anchor embedment to suit. 2The notation in parenthesis is for the 2006 IBC. , ESR -1917 1 Most Widely Accepted and Trusted mandrel expansion element UNC thread collar bolt FIGURE 1—HILTI CARBON STEEL KWIK BOLT 17 (KB -TZ) tanch (thread tunthr t hef nom FIGURE 2—KB-TZ INSTALLED Page 7 of 14 dog point hex nut ho TABLE 2—LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS) Length ID marking on bolt head A BCDE F GH I JK LMNOPQRS T U VW Length of anchor, fa"`" (inches) From 1 '% 2 2'/ 3 3'/: 4 4'/2 5 5'/ 6 6'/ 7 7 % 8 8'/= 9 9'/ 10 11 12 13 14 15 Up to but not including 2 2'/2 3 3'% 4 4'% 5 5'% 6 6'% 7 7'% 8 8 % 9 9 Yz 10 11 12 13 14 15 16 FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB -TZ HEAD NOTCH EMBOSSMENT ESR -1917 I Most Widely Accepted and Trusted TABLE 3 -DESIGN INFORMATION, CARBON STEEL KB -TZ Page 8 of 14 DESIGN INFORMATION Symbol Units Nominal anchor diameter 3/8 1 /2 5/8 3/4 Anchor O.D. de(d in. (mm) 0.375 (9.5) 0.5 (12.7) 0.625 (15.9) 0.75 (19.1) Effective min. embedment' hein. (mm) 1'/2 (38) 2 (5 ) 23/4 (70) 2 (51) 3'/4 (83) 31/8 (79) 4 (102) 3'/4 (83) 33/4 (95) 43/4 (121) Min. member thickness2 Nu.in. (mm) 31/4 (83) 4 (102) 5 (127) 5 (127) 4 (102) 6 (152) 6 (152) 8 (203) 5 (127) 6 (152) 8 (203) 51/2 (140) 6 (152) 8 (203) 8 (203) Critical edge distance cep in. (mm) 6 (152) 43/8 (111) 4 (102) 41/8 (105) 51/2 (140) 41/2 (114) 71/2 (191) 6 (152) 61/2 (165) 83/4 (222) 63/4 (171) 12 (305) 10 (254) 8 (203) 9 (229) Min. edge distance cm„ In. (mm) 8 (203) 21 2 (64) 21/2 (64) 23/4 (70) 2 (60) /8 35/8 (92) 3 (83) /4 912 (241) 434 (121) 41/8 (105) for s 2 in. (mm) 8 (203) 5 (127) 5 (127) 53/4 (146) 53/4 (146) 61/8 (156) 57/8 (149) 5 (127) 101/2 (267) 87/8 (225) Min. anchor spadng Smr" in. (mm) 8 (203) 21/2 (64) 21/2 (64) 23/4 (70) 23/8 (60) 31/2 (89) 3 (76) 5 (127) 5 (127) 4 (102) for In. (mm) 8 (203) 35/8 (92) 35/8 (92) 41/8 (105) 31/2 (89) 43/4 (121) 41/4 (108) 912 (241) 91/2 (241) 73/4 (197) Min. hole depth in concrete ho in. (mm) 2 (51) 25/8 (67) 33/8 (86) 25/8 (67) 4 (102) 33/4 (98) 43/4 (121) 4 (102) 41/2 (117) 53/4 (146) Min. specified yield strength f' Ibfin2 (N/mm2) 100,000 (690) 84,800 (585) 84,800 (585) 84,800 (585) Min. specified ult. strength fu," Ib/int (N/mm2) 125,000 (862) 106,000 (731) 106,000 (731) 106,000 (731) Effective tensile stress area A,„ Int (mm2) 0.052 (33.6) 0.101 (65.0) 0.162 (104.6) 0.237 (152.8) Steel strength in tension N, Ib (kN) 6,500 (28.9) 10,705 (47.6) 17,170 (76.4) 25,120 (111.8) Steel strength in shear 14. Ib (kN) 2,180 (9.7) 3,595 (16.0) 5,495 (24.4) 8,090 (36.0) 13,675 (60.8) Steel strength in shear, seismic' "`9 Ib (kN) 2,180 (9.7) 2,255 (10.0) 5,495 (24.4) 7,600 (33.8) 11,745 (52.2) Pullout strength uncracked concrete° NP'u"" Ib (kN) 2,160 (9.6) ' 2,515 (11.2) 4,110 (18.3) NA 5,515 (24.5) NA 9,145 (40.7) NA 8,280 (36.8) 10,680 (47.5) Pullout strength cracked concrete N,, (kN) NA ��� �� 3,160 NA (429 9) NA NA Anchor category' 2 Effectiveness factor k„", uncracked concrete P4 Effectiveness factor k,, cracked concrete' 17 (KA' kuncdkcr7 1.0 Coefficient for pryout strength, kW 1.0 2.0 1.0 2,0 Strength reduction factor 0for tension, steel failure modes' 0.75 Strength reduction factor ,s for shear, steel failure modes' 0.65 Strength reduction 0 factor for tension, concrete failure modes or pullout, Condition B9 0.55 0.65 Strength reduction 0factor for shear, concrete failure modes, Condition B° 0.70 Axial stiffness in service load range10 //,,,, Ib/in. 600,000 Q Ib/in. 135,000 or SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa. For pound -inch units: 1 mm = 0.03937 inches. 'See Fig. 2. 2For sand -lightweight or normal -weight concrete over metal deck, see Figures 5A, 58, 5C and 5D and Tables 5 and 6. 3See Section 4.1.8 of this report. °For all design cases tP .,=1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 5See ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. 'See ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable. 'For all design cases Pc N =1.0. The appropriate effectiveness factor for cracked concrete (k,,,) or uncracked concrete (ku"c,) must be used. 'The KB -TZ is a ductile steel element as defined by ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. 'For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable. Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, is not provided, or where pullout or pryout strength govems. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 10Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. . ESR -1917 I Most Widely Accepted and Trusted Page 9 of 14 TABLE 4 -DESIGN INFORMATION, STAINLESS STEEL KB -TZ DESIGN INFORMATION Symbol Units1 Nominal anchor diameter /5 /2 5 /8 3 /4 Anchor O.D. de(de) in. (mm) 0.375 (9.5) 0.5 (12.7) 0.625 (15.9) 0.75 (19.1) Effective min. embedment' her in. (mm) 2 (51) 2 (51) 31/4 (83) 31/8 (79) 4 (102) 33/4 (95) 43/4 (121) Min. member thickness hm" in. (mm) 4 (102) 5 (127) 4 (102) 6 (152) 6 (152) 8 (203) 5 (127) 6 (152) 8 (203) 6 8 (152) (203) 8 (203) Critical edge distance ca in. (mm) 43/8 (111) 37/8 (98) 51/2 (140) 41/2 (114) 71/2 (191) 6 (152) 7 (178) 87/8 (225) 6 (152) 10 7 (254) (178) 9 (229) Min. edge distance cmm in. (mm) 2 /2 (64) 27/8 (73) 2 /8 (54) 31/4 (83) 23/8 (60) 41/4 (108) 4 (102) for s z in. (mm) 5 (127) 5314 (146) 5'/4 (133) 51/2 (140) 51/2 (140) 10 (254) 81/2 (216) Min. anchor spacing smm in. (mm) 21/4 (57) 27/8 (73) 2 (51) 23/4 (70) 23/8 (60) 5 (127) 4 (102) for c t in. (mm) 31/2 (89) 4'/2 (114) 3'/4 (83) 41/8 (105) 4'4 (108) 91/2 (241) 7 (178) Min. hole depth in concrete h" in. (mm) 25/8 (67) 25/8 (67) 4 (102) 33/4 (98) 43/4 (121) 41/2 (117) 53/4 (146) Min. specified yield strength g f Y Ib/int (N/mm2) 92,000 (634) 92,000 (634) 92,000 (634) 76,125 (525) Min. specified ult. Strength fue Ibfin2 (N/mm2) 115,000 (793) 115,000 (793) 115,000 (793) 101,500 (700) Effective tensile stress area A:e,ry int (mm2) 0.052 (33.6) 0.101 (65.0) 0.162 (104.6) 0.237 (152.8) Steel strength in tension N„ Ib (kN) 5,968 (26.6) 11,554 (51.7) 17,880 (82.9) 24,055 (107.0) Steel strength in shear 144 Ib (kN) 4,720 (21.0) 6,880 (30.6) 9,870 (43.9) 15,711 (69.9) Pullout strength in tension, seismic2 NP'`4 Ib (kN) 2,340 (10.4) 2,735 (12 2) NA NA 5,840 (26 0 8,110 (36.1) NA Steel strength in shear, seismic2 V,,,, Ib (kN) 2,825 (12.6) 6,880 (30.6) 9,350 (41.6) 12,890 (57.3) Pullout strength uncracked concrete3 NP'""" Ib (kN) 2,630 (11.7) NA 5,760 (25.6) NA NA 12,040 (53.6) Pullout strength cracked concrete' N0'" Ib (kN) 2,340 (10.4) 3,180 (14.1) NA NA 5,840 (26.0) 8,110 (36.1) NA Anchor category" 1 2 1 Effectiveness factor k""e, uncracked concrete 24 Effectiveness factor k„ cracked concretes 17 24 17 17 17 24 17 'PGA = kunceker' 1.0 Strength reduction factor 0for tension, steel failure modes 0.75 Strength reduction factor 0for shear, steel failure modes7 0.65 Strength reduction efactorfor tension, concrete failure modes, Condition B 0.65 0.55 0.65 Coefficient for pryout strength, kap 1 0 2.0 Strength reduction Ofactor for shear, concrete failure modes, Condition B8 0.70 Axial stiffness in service load rangee Q "4r Ib/in. 120,000 gr Ib/in. 90,000 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0 006895 MPa For pound -inch units: 1 mm = 0.03937 inches. 'See Fig. 2. 2See Section 4.1.8 of this report. NA (not applicable) denotes that this value does not control for design. 3For all design cases '4,p=1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 4See ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. 'See ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable. 'For all design cases 'Poi =1.0. The appropriate effectiveness factor for cracked concrete (kc,) or uncracked concrete (k""a,) must be used. 7The KB -TZ is a ductile steel element as defined by ACI 318 D.1. 'For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable. Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, is not provided, or where pullout or pryout strength govems. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 'Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. .ESR -1917 I Most Widely Accepted and Trusted Page 10 of 14 Sdesign Cdesign rn rn C U rn Sdesign hZhmin hmin Cminats� I I 1 I I I I Cdesign edge distance c FIGURE 4 -INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 5-HILTI KWIK BOLT TZ (KB -TZ) CARBON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE SOFFIT OF CONCRETE -FILLED PROFILE STEEL DECK ASSEMBLIES''s,7,s DESIGN INFORMATION Symbol Units Anchor Diameter 3/8 /2 5/8 4 Effective Embedment Depth her in. 11/2 2 22/4 2 33/4 31/8 4 33/4 33/4 Minimum Hole Depth hp in. 2 25/8 33/8 25/8 4 33/4 4'/4 4 41/2 Loads According to Figure 5A Pullout Resistance, 5 uncracked concrete Np,deckuncr Ib 1,365 2,060 3,070 2,060 3,695 2,825 6,555 4,230 4,255 Pullout Resistance, cracked concrete 6 N•deck« p Ib 1,145 1,460 2,360 1,460 2,620 2,000 4,645 3,000 3,170 Steel Strength in Shear' Vea,deek Ib 1,745 2,130 2,715 3,000 4,945 4,600 6,040 4,840 6,190 Steel Strength in Shear, Seismic' Vae,deckeq Ib 1,340 1,340 1,710 3,000 4,945 4,320 5,675 3,870 5,315 Loads According to Figure 5B Pullout Resistance, 5 uncracked concrete Np,deck,uncr Ib 1,365 2,010 3,070 2,010 3,695 2,825 5,210 4,230 4,255 Pullout Resistance, cracked concrete' Np.deck« lb 1,145 1,425 2,360 1,425 2,620 2,000 3,875 3,000 3,170 Steel Strength in Shear' Vse,deck Ib 1,745 2,130 2,715 2,600 4,065 4,600 5,615 4,840 6,190 Steel Strength in Shear, Seismic Vee,deck,eq Ib 1,340 1,340 1,710 2,600 4,065 4,320 5,275 3,870 5,315 Loads According to Figure 5C Pullout Resistance, 5 uncracked concrete Np,deckuncr Ib 1,285 1,845 1,865 3,375 4,065 Pullout Resistance, cracked concrete' Nc,deck« Ib 1,080 1,660 1,325 3,005 2,885 Steel Strength in Shear' Vee,deek Ib 1,845 2,845 2,585 3,945 4,705 Steel Strength in Shear, Seismic' V88,8.8,88 Ib 1,790 1,790 2,585 3,945 4,420 'Installations must comply with Sections 4 1.10 and 4.3 and Figures 5A, 58 and 5C of this report. 2The values for Op in tension and 4388 in shear can be found in Table 3 of this report. characteristic pullout resistance for concre e compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (f' 8/ 3000)1'2 for psi or (f '8/ 20.7)1'2 for MPa [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 'Evaluation of concrete breakout capacity in accordance with ACI 318-14 17.4.2, 17.5.2 and 17.5.3 or ACI 318-11 D.5.2, D.6.2, and D.6.3, as applicable, is not required for anchors installed in the deck soffit. 'The values listed must be used in accordance with Section 4.1.4 of this report. 'The values listed must be used in accordance with Sections 4.1.4 and 4.1.8.2 of this report. 'The values listed must be used in accordance with Section 4.1.5 of this report. 'The values listed must be used in accordance with Section 4.1.8.3 of this report. Values are applicable to both static and seismic load combinations. • ESR -1917 1 Most Widely Accepted and Trusted Page 11 of 14 TABLE 6—HILTI KWIK BOLT TZ (KB -TZ) CARBON STEEL ANCHORS SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE -FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5D1'2'34 DESIGN INFORMATION Symbol Units Nominal anchor diameter 3/8 1/2 Effective Embedment Depth her in. 11/2 2 2 Nominal Embedment Depth hnem in. 113/16 25/16 23/6 Minimum Hole Depth ho in. 2 25/6 25/6 Minimum concrete thickness hmin,deck in. 21/4 , 3 /4 , 3 /4 Critical edge distance Cac,deck,top in. 8 41/2 6 Minimum edge distance Cmin,deck,top in. 16 3 41/2 Minimum spacing Smin,deck,top in. 8 4 61/2 Required Installation Torque Tnsr ft -Ib 25 25 40 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 5D of this report. 2For all other anchor diameters and embedment depths refer to Table 3 and 4 for applicable values of hm;n, cm;n, and sm,n. 3Design capacity shall be based on calculations according to values in Table 3 and 4 of this report. °Applicable for 31/4 -in s hmn,deck < 4 -in. For hm;n deck z 4 -inch use setting information in Table 3 of this report. 'Minimum concrete thickness refers to concrete thickness above upper flute. See Figure 5D. Minimum 5/8" Typical c m 2 Min. 3,000 psi Normal -Weight or Lightweight Concrete rMin.4-1/2" 1 Upper Flute \ Minimum (Valley) 20 Gauge Min. 4-1/2" Steel W -Deck In Min. 12" Typical Max. 1" Offset Typical Lower Flute (Ridge) FIGURE 5A—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES – W DECK' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Minimum 5/8" Typical Min. 2-1/2" for 3/8, 1/2, 5/8x3-1/8 and 3/4x3-1/4 Min. 3-1/4" for 5/8x4 and 3/4x3-3/4 Max. 3" • Min. 3,000 psi Normal -Weight • or Lightweight Concrete Min. 3-7/8" Min. 1" Upper Flute (Valley) Min. 3-7/8" Min. 12" Typical Minimum 20 Gauge Steel W -Deck 1 Lower LLL Flute (Ridge) FIGURE 5B—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES – W DECK' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. . ESR -1917 I Most Widely Accepted and Trusted Page 12 of 14 Minimum 5/8" Typical A Min. 2-1/4" Typ. Min. 1 1-3/4"� Min. 2-1/2" i 3/4" Min. / Min. 3.000 psi Normal -Weight or Lightweight Concrete i Upper Flute (Valley) Min. 3-1/2" Min. 8" Typical J\ Minimum 20 Gauge \....Steel B -Deck Lower Flute (Ridge) FIGURE 5C—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES – B DECK1'2 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors in the lower flute may be installed with a maximum 1/8 -inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. 'Anchors may be placed in the upper flute of the steel deck profiles in accordance with Figure 5B provided the concrete thickness above the upper flute is minimum 31/4 -inch and the minimum hole clearance of 5/8 -inch is satisfied. Min. 2-1/4" for 3/8"x1-1/2", Min. 3-1/4" for 3/8"x2" and 1/2" 7 Min. 3,000 psi Normal -Weight • or Lightweight Concrete Min. `I 1-3/4" Min.2-1/2" Min. 5/8" Typical Upper Flute (Valley) Min. 3-1/2" Min. 6" Typical Minimum 20 Gauge Steel B -Deck Lower Flute (Ridge) FIGURE 5D—INSTALLATION ON THE TOP OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES – B DECK1'2 'Refer to Table 6 for setting information for anchors in to the top of concrete over metal deck. 'Applicable for 3'/4 -in s hm;" < 4 -in. For h"„" x 4 -inch use setting information in Table 3 of this report. • ESR -1917 1 Most Widely Accepted and Trusted TABLE 7—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES Page 13 of 14 or SI: 1 Ibf = 4.45 N, 1 psi = 0.00689 MPa 1 psi = 0.00689 MPa. 1 inch = 25.4 mm. 'Single anchors with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 3Load combinations from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable (no seismic loading). 430% dead load and 70% live load, controlling load combination 1.2D + 1.6 L. 'Calculation of the weighted average for a = 0.3'1.2 + 0.7.1.6 = 1.48. 8f 'c = 2,500 psi (normal weight concrete). =ca2Z 8h a hmin 'Values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c) is not provided, as applicable. 3a t!I► ,t (111-11111115115 1 36 MIL FIGURE 6—INSTALLATION INSTRUCTIONS Allowable tension (Ibf) Nominal Anchor diameter (in.) Embedment depth (in.) Carbon Steel Stainless Steel f. = 2,500 psi 3/8 11/2 800 NA 2 1,105 1,155 23/4 1,805 NA '/2 2 1,490 1,260 31/4 2,420 2,530 5/8 31/8 2,910 2,910 4 4,015 4,215 3/4 31/4 3,085 NA 33/4 3,635 3,825 43/4 4,690 5,290 or SI: 1 Ibf = 4.45 N, 1 psi = 0.00689 MPa 1 psi = 0.00689 MPa. 1 inch = 25.4 mm. 'Single anchors with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 3Load combinations from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable (no seismic loading). 430% dead load and 70% live load, controlling load combination 1.2D + 1.6 L. 'Calculation of the weighted average for a = 0.3'1.2 + 0.7.1.6 = 1.48. 8f 'c = 2,500 psi (normal weight concrete). =ca2Z 8h a hmin 'Values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c) is not provided, as applicable. 3a t!I► ,t (111-11111115115 1 36 MIL FIGURE 6—INSTALLATION INSTRUCTIONS ESR -1917 1 Most Widely Accepted and Trusted Page 14 of 14 Given: A t T „---4, A Two 112 -inch carbon steel KB -TZ anchors under static tension -t load as shown. had= 3.25 in. Normal weight concrete, fC = 3,000 psi No supplementary reinforcement (Condition B per ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable) fl i-,. •' �i t r " ! i -,.i-- Ii'-i.- - ' � _ .r .+ II to _ - _ ,� AN 11.5 her s = 8^ Assume cracked concrete since no other information is available. ii ;g: ' Needed: Using Allowable Stress Design (ASD) calculate the 11.5hd allowable tension load for this configuration. L 1.5 hd c =4' A -A Calculation per ACI 318-14 Chapter 17, ACI 318-11 Appendix D and this report ACI 318-14 Ref. ACI 318-11 Ref. Report Ref. Step 1. Calculate steel capacity: 0 Ns = 0 nASef, = 0.75 x 2 x 0.101 x 106,000 = 16, 0591b Check whether 6 is not greater than 1.9fya and 125,000 psi. 17.4.1.2 17.3.3(a) D.5.1.2 D.4.3(a) §4.1.2 Table 3 Step 2. Calculate concrete breakout strength of anchor in tension: AN N = e N 17.4.2.1 D.5.2.1 § 4.1.3 cbg A 1i/ec,NVed,Ofc,Ofcp,N b Nco Step 2a. Verify minimum member thickness, spacing and edge distance: hme = 6 in. s 6 in..'. Ok Smin = 2.375 - 5.75 - 3 2.375, 5.75 17.7 17.4.2.1 D.8 D.5.2.1 Table 3 Fig. 4 Table 3 slope 0 p 3.5 - 2.375 For Cmin=4in� 2.375 controls 3.5, 2.375 Smin = 5.75 - [(2.375 - 4.0)(-3.0)[ = 0.875 < 2.375 in < 6in :. ok 0.875 4 Cmin Step 2b. For A" check 1.5he, =1.5(3.25) = 4.88 in > c 3.0he, = 3(3.25) = 9.75 in > s Step 2c. Calculate ANC. and AN, for the anchorage: ANO = 9hef = 9 x (3.25)2 = 95.1in.2 ANC = (1.5ha f + c)(3he f + s) = [1.5 x (3.25) + 4] [3 x (3.25) + 6] = 139.8in.2 < 2ANCn .. ok 17.4.2.1 D.5.2.1 Table 3 Step 2d. Determine Wec,N: eN' = 0 ••• Wec,N =1.0 17.4.2.4 D.5.2.4 - Step 2e. Calculate Nb:Nb = kcr20 %hef = 17 x 1.0 x V3,000 x 3.2515 = 5,456 lb 17.4.2.2 D.5.2.2 Table 3 Step 2f. Calculate modification factor for edge distance: 0.95 = 0.7+0.3 41.5(3.25) 17.4.2.5 D.5.2.5 Table 3 Wed,N = Step 2g. Calculate modification factor for cracked concrete: W c,N =1.00 (cracked concrete) 17.4.2.6 D.5.2.6 Table 3 Step 2h. Calculate modification factor for splitting: WN =1.00 (cracked concrete) § 4.1.10 Table 3 19.8 Step 2i. Calculate 0 Ncbg • 0 Ncbg =0.65 x - x 1.00 x 0.95 x 1.00 x 5,456 = 4,952 Ib 95.1 17.4.2.1 17.3.3(c) D.5.2.1 D.4.3(c) § 4.1.3 Table 3 Step3. Checkpullout strength: Table 3, nN 3 000 9 0 pn•ec = 0.65 x 2 x 5,515 Ib x 2,soo = 7,852 Ib >4,952 .'. OK 17.4.3.2 17.3.3(c) D.5.3.2 D.4.3(c) § 4.1.4 Table 3 Step 4. Controlling strength: 0 NCbg = 4,952 Ib < /nNpn < ONs .•. 0Ncbg controls 17.3.1.2 D.4.1.2 Table 3 Step 5. To convert to ASD, assume U = 1.2D + 1.6L: Tallow =4.952 - 3,346 Ib. - - § 4.2 1.48 FIGURE 7 -EXAMPLE CALCULATION SEIZMIC INC MATERIAL HANDLING. ENGINEERING SPECIAL PRODUCTS TANK SUPPORT'S MACHINERY RACKBLDCGS SHEDS MEZZANINES FOOTINGS CONVEYORS TALL SUPPORTS HEADER STEEL SORT PLATFORMS PICK MODULES ROOF VERIFICATION STORAGE RACKS SELECTIVE DRIVE-IN PUSH BACK FLOW RACK CANTILEVER OTHER SERVICES SEISMIC ANALYSIS PERMIT ACQUISITION EGRESS PLANS STATE APPROVALS PRODUCT TESTING Licensed in all 50 States SHELVING METAL METAL/WOOD MOVABLE GONDOLAS LOCKERS CATWALKS SPECIAL PROOUC 1S SHUTTLES VLM CAROUSELS VRC MODULAR OFFICES FENCES REVIEWED FOR CODE COMPLIANCE APPROVED MAR 012018 Analysis of Heavy Duty Shelving for GRAINGER DC 6725 SOUTH TODD BLVD. TUKWILLA, WA Job No. 18-0047 E. Fateen, P.E. 1/12/2018 161 Atlantic Street EXPIRES 2013 APR 1 2 Pomona, CA 91768 * (909) 869-0989 * RECEIVED CITY OF TUKWILA JAN 22 2018 PERMIT CENTER FAX: (909) 869-0981 SEIZMiC MATERIAL HANDLING ENGINEERING Tei: 909-869-0989 / Fax: 909-869-0981 1130 E. Cypress St., Covina. CA 91724 PROJECT: GRAINGER DC FOR: WYNRIGHT PAGE: 2 BY: RF DATE: 1/12/2018 LOADS & DISTRIBUTION: SEISMIC SHEAR BASED ON SECTION 1613 OF THE 2015 IBC SITE CLASS = D Sms = 1.420 IE= 1.00 R=4 REDUCTION = 1.4 WHERE Sms = Fa*Ss AND Ss = 1.42, Fa = 1 TABLE 1622.2.5(1) <__= WORKING STRESS NO. OF LEVELS = 29 LVL LIVE LOAD = 130 LB DEAD LOAD = 5 LB HEIGHT= 245 IN WIDTH= 36 IN DEPTH= 18 IN LONGITUDINAL DIRECTION & TRANSVERSE DIRECTION Vlong = [(2/3)*1.42*1*(0.667*3770 LB+145 LB)/4]/1.4 = 449.6 LB Fi = V Whi/ZWh TRANSVERSE DIRECTION Vtrans = [(2/3)*1.42*1*(0.667*3770 LB+145 LB)/4]/1.4 = 449.6 LB Fi = V Whi/KWh DETERMINING THE COLUMN LOADS: Pcol(static.shelves) = ZWp/2 = (130 LB +5 LB)*(29 LEVELS)/2 = 1,958 LB Pcol(seismic) = (Fi*hn)/depth = 50722.1 IN-LB/18 IN = 2,818 LB COLUMN LOADS: FRONT POST Pcol(static.shelves) = 1,958 LB Pcol(seismic) = 2,818 LB P�static+Pseismic = 4,775 LB COLUMN LOADS: REAR POST (BACK -BACK CONFIGURATION) e:/1Pcol(static.shelves) = 1,958 LB J • • SEIZMIC INC MATERIAL HANDLING Ei1GINEERING Tel: 909-869-0989 / Fax: 909-869-0981 1130 E. Cypress St., Covina, CA 91724 PROJECT: GRAINGER DC FOR: WYNRIGHT PAGE: 3 BY: RF DA 1 E: 1/12/2018 LOADS & DISTRIBUTION: (CONT) LATERAL FORCE DISTRIBUTION I H = V*(WxH)/IWH h LEVEL WEIGHT HEIGHT W X H Fi (long) Fi (trans) Mot=(Fi"hi) 4.5 IN 1 130 LB 4.5 IN 585 IN -LB 0.77 LB 0.77 LB 3.4 IN -LB 4.5 IN 2 130 LB 9. IN 1;170 IN -LB 1.5 LB 1.5 LB 13.8 IN -LB 13.5 IN 3 130 LB 22.5 IN 2,925 IN -LB 3.8 LB 3.8 LB 86.1 IN -LB 13.5 IN 4 130 LB 36. IN 4,680 IN -LB 6.1 LB 6.1 LB 220.4 IN -LB 4.5 IN 5 130 LB 40.5 IN 5,265 IN -LB 6.9 LB 6.9 LB 279.0 IN -LB 4.5 IN 6 130 LB 45. IN 5,850 IN -LB 7.7 LB 7.7 LB 344.4 IN -LB 4.5 IN 7 130 LB 49.5 IN 6,435 IN -LB 8.4 LB 8.4 LB 416.8 IN -LB 4.5 IN 8 130 LB 54. IN 7,020 IN -LB 9.2 LB 9.2 LB 496.0 IN -LB 6. IN 9 130 LB 60. IN 7,800 IN -LB 10.2 LB 10.2 LB 612.3 1N -LB 6. IN 10 130 LB 66. IN 8,580 IN -LB 11.2 LB 11.2 LB 740.9 IN -LB 6. IN 11 130 LB 72. IN 9,360 IN -LB 12.2 LB 12.2 LB 881.8 IN -LB 6. IN 12 130 LB 78. IN 10,140 IN -LB 13.3 LB 13.3 LB 1034.8 IN -LB 7.51N 13 130 LB 85.5 IN 11,115 IN -LB 14.5 LB 14.5 LB 1243.4 IN -LB 7.5 IN 14 130 LB 93. IN 12,090 IN -LB 15.8 LB 15.8 LB 1471.1 IN -LB 7.5 IN 15 130 LB 100.5 IN 13,065 IN -LB 17.1 LB 17.1 LB 1718.0 IN -LB 7.5 IN 16 130 LB 108.1N 14,040 IN -LB 18.4 LB 18.4 LB 1984.0 IN -LB 7.5 IN 17 130 LB 115.5 IN 15,015 IN -LB 19.6 LB 19.6 LB 2269.1 IN -LB 14.75 IN 18 130 LB 125.75 IN 16,348 IN -LB 21.4 LB 21.4 LB 2689.7 IN -LB 6. IN 19 130 LB 127.25 IN 16,543 IN -LB 21.6 LB 21.6 LB 2754.2 IN -LB 7.5 IN 20 130 LB 121.25 IN 15,763 IN -LB 20.6 LB 20.6 LB 2500.6 IN -LB 7.5 IN 21 130 LB 115.25 IN 14,983 IN -LB 19.6 LB 19.6 LB 2259.3 IN -LB 7.5 IN 22 130 LB 118.25 IN 15,373 IN -LB 20.1 LB 20.1 LB 2378.4 IN -LB 7.5 IN 23 130 LB 121.25 IN 15,763 IN -LB 20.6 LB 20.6 LB 2500.6 IN -LB 10.5 IN 24 130 LB 127.25 IN 16,543 IN -LB 21.6 LB 21.6 LB 2754.2 IN -LB 13.5 IN 25 130 LB 136.25 IN 17,713 IN -LB 23.2 LB 23.2 LB 3157.6 IN -LB 13.5 IN 26 130 LB 143.75 IN 18,688 IN -LB 24.5 LB 24.5 LB 3514.8 IN -LB 13.5 IN 27 130 LB 151.25 IN 19,663 IN -LB 25.7 LB 25.7 LB 3891.1 IN -LB 12. IN 28 130 LB 157.25 IN 20,443 IN -LB 26.7 LB 26.7 LB 4206.0 IN -LB 7.75 IN 29 130 LB 159. IN 20,670 IN -LB 27. LB 27. LB 4300.1 IN -LB 0. IN 30 0 LB 0. IN 0 IN -LB 0. LB 0. LB 0.0 IN -LB 0. IN 31 0 LB 0. IN 0 IN -LB 0. LB 0. LB 0.0 IN -LB 0. IN 32 0 LB 0. IN 0 IN -LB 0. LB 0. LB 0.0 IN -LB 0. IN 33 0 LB 0. IN 0 IN -LB 0. LB 0. LB 0.0 IN -LB 0. IN 34 0 LB 0. IN 0 IN -LB 0. LB 0. LB 0.0 IN -LB 0. IN 35 0 LB 0. IN 0 IN -LB 0. LB 0. LB 0.0 IN -LB 0. IN 36 0 LB 0. IN 0 IN -LB 0. LB 0. LB 0.0 IN -LB 0. IN 37 0 LB 0. IN 0 IN -LB 0. LB 0. LB 0.0 IN -LB 237. IN ( 3770 LB 1 I WH = 343,623 IN -LB I= 449.6 LB I= 449.6 LB 50722.1 IN -LB SEISMIC ,� t a INC MATERIAL HANDLING Ei9"GtNEERING Tel: 909-869-0989 / Fax: 909-869-0981 1130 E. Cypress St, Covina, CA 91724 PROJECT: GRAINGER DC FOR: WYNRIGHT PAGE: 4 BY: RF DA 1'F: 1/12/2018 POST:STATIC ANALYSIS Pcol= 1,958 # KI/rmin= 43.4 Cc=(2.7^2 * E/Fy)^.5 = 132.7696113 Fa = 0.522Fy - [(Fy * KI/r)/1494]^2 = 16,308 psi fa/Fa= 0.22 < 1.00 POST: SEISMIC ANALYSIS Pcol AS A RESULTOF OVERTURNING Pcol. seis. = (Vtot * 1/2 * Ht)/d= Ptot = Pseis. + Pstat. = 5,781 # fa/Fa = Ptot/(Area X Fa) = 0.65 < 1.0 THEREFORE O.K. 3,823 # A (in.)= 1.5 B (in.)= 2.875 t (in.)= 0.075 AREA (in^2)= 0.5418 Rmin (in.)= 0.529 Ix= 14 " Iy= 14 " SEIZMIC INC MATERIAL HANDL INC EIGIrEERING Tel: 909-869-0989 / Fax: 909.869.0981 1130 E. Cypress St., Covina, CA 91724 PROJECT: GRAINGER DC FOR: WYNRIGHT PAGE: 5 BY: RF DATE: I/12/2018 LONGITUDINAL BRACING ANALYSIS: BRACING CAPACITY IS GOVERNED BY CAPACITY OF THE 24 gaSHEAR PANEL FOR EASE OF ANALYSIS, THE PANELS WILL BE TREATED LIKE 3" X -BRACES OF THE SAME THICKNESS Vlongit= 449.6 LB Lhoriz Vtot �-- — — Lvert 6' — - Vlongit(eff)= Vlongit *12 BAYS/6 X-BRACEE <=== 2 BAYS TRIB. TO X -BRACES. = 899.2 LB Vdiag= Vlongit.eff(Ldiag/Lhoriz) = 899.2 LB * (70.8 IN/48 IN) = 1325.7 LB <=== SEISMIC LOAD IN TENSION TENSION CAPACITY Tallow= 0.6 * Fy * AREA(gross) * 1.33 * 2 = 4136.8 LB > 1325.7 LB O.K. IN TENSION OR Tallow= 0.5 * Fu * AREA(net) * 1.33 * 2 = 6109.5 LB > 1325.7 LB O.K. IN TENSION 245 3" I1 Side panels (24 da) AREA(gross)= 0.0720 IN^2 AREA(net)= 0.0660 IN^2 Lhoriz= 48.0 IN Lvert= 52.0 IN Ldiag= 70.8 IN Fy= 36,000 PSI Fu= 58,000 PSI Fv= 10,000 PSI SEIZMIC _ INC „_ t" 4i MATERIAL HANDLING E1 RIM1IEERING Tel: 909-869-0989 / Fax: 909-869-0981 1130 E. Cypress St., Covina, CA 91724 PROJECT: GRAINGER DC FOR: WYNRIGHT PAGE: 6 BY: RF DATE: 1/12/2018 TRANSVERSE BRACING ANALYSIS: BRACING CAPACITY IS GOVERNED BY CAPACITY OF THE SHEAR PANEL FOR EASE OF ANALYSIS, THE PANELS WILL BE TREATED LIKE 3" X -BRACES OF THE SAME THICKNgaz Vtransv= 449.6 LB Vdiag= Vtransv(Ldiag/Lhoriz) = 585.2 LB <=== SEISMIC LOAD IN TENSION TENSION CAPACITY Tallow= 0.6 * Fy * AREA(gross) * 1.33 *2 = 4136.8 LB > 585.2 LB O.K. IN TENSION OR Tallow= 0.5 * Fu * AREA(net) * 1.33 *2 = 6109.5 LB > 585.2 LB O.K. IN TENSION Vtot 6" Lvert FIO 245" r 3" Side panels (24 qa) AREA(gross)= 0.0720 INA2 AREA(net)= 0.0660 INA2 Lhoriz= 36.0 IN Lvert= 30.0 IN Ldiag= 46.9 IN Fu= 58,000 PSI Fv= 10,000 PSI °SE ZMIG INC— MATERIAL HANDI_IkG ENGINEERING Te!: 909-869.0989 / 'rax: 909-869-0981 1130 E. Cypress St.. Covina, CA 91724 PROJECT: GRAINGER DC FOR: WYNRIGHT PAGE: 7 BY: RF DATE: 1/12/2018 OVERTURNING ANALYSIS: TOTAL DEPTH = 18 IN TOP SHELF HEIGHT = 237. IN (A) FULLY LOADED: Vtotal = 449.6 LB Mot = Z(V* H)* 1.15 =Movt*1.15 = 50722 IN -LB *1.15 = 58,330.4 IN -LB depth*2 NO LOAD ON TOP LEVEL unit depth (UNITS ARE TIED BACK TO BACK) Fn Mst = Z[(LIVE LOAD + 0.85*DEAD LOAD)*(D/2)] = 29 LEVELS * (130 LB + 0.85*5 LB ) * 18 IN/2 = 35,039.3 IN -LB Puplift = (Mot - Mst)/D _ (58330.4 IN -LB - 35039.3 IN-LB)/18 IN = 1294 LB <= UPLIFT (B) TOP SHELF LOADED Vtop = [(2/3)*1.42*1 *(0.667*130 LB+5 LB)/4]/1.4 = 15.5 LB Mot = Vtop * h * 1.15 = 15.5 LB *237 IN * 1.15 = 4,225.4 IN -LB Mst = (LIVE LOAD+DEAD LOAD) * (D/2) = [130 LB + 0.85*145 LB] * (18 IN/2) = 2,279.3 IN -LB Puplift = (Mot - Mst)/D = (4225.4 IN -LB - 2279.3 IN-LB)/18 IN = 108 LB <= UPLIFT ANCHORS F3 Sum M TRANSV # LEVELS = 29 DEPTH OF UNIT (d) = 18 IN QUANTITY= 1 PULLOUT = 280 LB SHEAR = 360 LB COMBINED STRESS(A) = (1294 LB/280 LB*1.33)"5/3 + (224.8 LB/360 LB*1.33)^5/3 = 8.29 > 1.00 N.G. COMBINED STRESS(B) = (108.1 LB/280 LB*1.33)^5/3 + (7.8 LB/360 LB*1.33)^5/3 = 0.13 < 1.00 O.K. USE (1) 3/8"0x2 1/2" MIN. EMBED. Hilti Kb TZ (ICC #ESR -1917) PER FOOT PLATE. r Otto Rosenau & Associates, Incorporated Geotechnical Engineering, Construction Inspedion & Materials Testing } L _ JEFFREY RABE Project Manager Education: Seattle University: B.S. — Major: Chemistry, Minor: Ecology (1983) South Seattle College: A.A.S. — Hazardous Materials Management Seattle Central College: Soils, Foundations and Concrete Technology Renton Technical College: Computer Programming; WISHA 80 -hour Hazmat City of Seattle DCLU (DCI) Seminars: Shotcrete; Masonry; Post Tensioning Masonry Institute of America: Masonry Laboratory Seminars NW Council of Engineering Laboratories: Cold Form Steel; Proprietary Anchors; Lateral Wood Special Inspection; Shotcrete, Structural Steel Inspection I Troxler Electronic Laboratories: Radiation Safety and Use of Nuclear Gauge Certifications and Registrations: Washington Association of Building Officials: Special Inspector: Reinforced Concrete, Prestressed Concrete, Shotcrete, Structural Masonry, Lateral Wood, Proprietary Anchors American Concrete Institute: Concrete Field Testing Technician — Grade I Troxler Electronic Laboratories: Hazmat Certification REVIEWED FOR CODE COMPLIANCE APPROVED Years Employed by Firm: 25 Y1 ears MAR 0 2018 Years of Experience: 40 YLrs City of Tukwila Summary: BU+iY IMION Jeffrey Rabe has 40 years of experience in geotechnical, civil, and structural construction quality assurance and control, and is one of our project managers. His construction quality assurance background as a licensed special inspector includes field inspection and materials testing of common construction materials such as soil, asphalt, concrete, masonry, shotcrete, lateral wood, proprietary anchors, etc. Jeffrey also has extensive geotechnical experience including, but not limited to, erosion control; inspection of footing excavations, embankments, geomembranes; earthwork observation and testing of mass grading projects; inspection of drilling construction such as drilled piers, caissons, soldier piles, shoring systems, etc. His expertise and insight, as well as his ability to work with various project teams provide him with a realistic approach in managing projects successfully. Project Experience: ALSF Phase 1 — Condition Assessment — SeaTac, WA AV Consolidated Warehouse Distribution Center — SeaTac, WA Bravo Berth Pier Repairs — Seattle, WA Central Pre -Conditioned Air — SeaTac, WA Light Rail Vehicle (LRV) Storage Yard Expansion U820 (RTA/LR 50-09) — Seattle, WA Pier 69 Cooling Tower Replacement — Seattle, WA Pond M Modifications and SDS 6/7 Vault Modifications — SeaTac, WA Redondo Way Culvert Replacement — Des Moines, WA Sound Transit 1-5 Undercrossing Pits (U215) — Seattle, WA South Park Bridge Replacement — Seattle, WA Terminal 10 Utility and Infrastructure Project — Seattle, WA Terminal 115 Row 200 CTB Inspection (PCS #103573) — Seattle, WA Terminal 115 Uplands Pavement Repairs — Seattle, WA Veterans Affairs Therapy Pool Building — Seattle, WA Washington Association of Building Officials F, l P. O. Box 7310, Olympia, WA 98507 360-628-86695 • www viabo:org REGISTERED:' SPECIAL INSPECTOR JEFFREY :D RABE 6747 :MTM. L KI NG WAYS :. . Valid only when certificate `wider is employed by WABO Registered Agency. RC REINFORCED CONCRETE PC PRESTRESSED CONCRETE SC SHOTCRETE SMS STRUCTURAL. MASONRY LW LATERAL=WOOD A `PROPRI ETARY'ANC HORS ID Number: -SI 011800 Expires n1 1, 204 =NEw ON OR BEFORE EXPIRATIOIJ DATE pis theaprop'ertyof WABO 1' City of Tukwila Department of Community Development - Jack Pace, Director Allan Ekberg, Mayor nin Structural Design and Inspection Information RECEIVED CITY OF TUKWILA FEB 26 2018 PERMIT CENTER CORRE TION LTR#. REVIEWED FOR CODAPPRGVE®NCE MAR 01 2018 City of Tukwila BUILDING DIVISION *Complete the Special Inspection and testing Schedule on pages 7 - 9. Note: The Special Inspector Qualification Form on page 7 must be completed for each Special Inspector for your project. **Please note that permit(s) will not be issued until the Structural Design and Inspection Information is completed. All appropriate forms must be completed and wet signed before City of Tukwila Building Division staff can approve them. tr�oovi Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov City of Tukwila Building Division Building Permit Number: m r- 0 0 1 9 Structural Design and Inspection Information The following information packet was compiled to assist the designer, contractor, and owner to better understand the code requirements related to the structural design and inspection of non -conventional construction. The designer should use this booklet during the submittal process to organize the inspection team and develop a schedule to assist the contractor/builder. Index Structural Observation Agreement Special Inspection and Testing Agreement Special Inspector Qualification Form Special Inspection and Testing Schedule Appendix A Special Inspection Forms Schedules and Agreements Appendix B Required Special Inspections 2 City of Tukwila Building Division Building Permit Number: 01 T 00 1 9 Structural Observation Agreement The owner shall employ Sit 1 • F4`fee 1 , Design Professional of Re Ford, who agrees to provide services as described below for the project Located at 6 72.1- 5- T"63( 6441 *1LA U., WA- for permit number .D 1$ -001°1 Structural observation is defined as the visual observation of the structural system beginning at the foundation stage and continuing through the framing stage. This includes, but is mit Limited to, the elements and connections at significant stages. A written statement by the Design Professional of Record shall be submitted to the building official prior to each inspection required under Section 110 of the International Building Code (I.B.C.) and the Tukwila Building Division (Building Division). The statement shall indicate that each completed stage is in general conformance with the structural requirements of the building code and the approved plan(s) and specifications. Structural observation does not include or waive the responsibility for the inspections required by Chapter 1 of the I.B.C., the Building Division, or for special inspection as required by Chapter 17 of the I.B.C. Owners Signature Date ngineers Signature and Seal Date City of Tukwila Building Division Building Permit Number: 0 I r 00 I 9 Special Inspection and Testing Agreement Project Name: GRAINGER Project Address: 6825 TODD BLVD BEFORE A PERMIT CAN BE ISSUED: The owner, engineer, or architect of record acting as the owner's agent, shall complete two (2) copies of this agreement, the Special Inspections Qualification Form and the attached Structural Tests and Inspections Schedule, including the required acknowledgments. A pre -construction conference with the parties involved may be required to review the special inspection requirements and procedures. APPROVAL OF SPECIAL INSPECTORS: Each special inspector shall be approved by the Building Division, prior to performing any duties. Each special inspector shall complete the enclosed Special Inspector Qualification Form and submit his/her qualification to the Building Division and is subject to a personal interview for pre -qualification. Special inspectors shall display approved identification as stipulated by the Building Division, when performing the function of a special inspector. Special inspection and testing shall meet the minimum requirements of I.B.C. Section 1704.2.1. The following conditions are also applicable: A. Duties and Responsibilities of the Project Owner: 1. Funding: The project owner, the engineer, or architect of record, acting as the owner's agent is responsible for funding special inspection services (See I.B.C., Section 1704.2) 2. Employment: The project owner/agent hereby, agrees that he/she shall not terminate his/her contract for special inspection services; with the below named firm until he/she has obtained the services of another inspection firm and submitted a new Special Inspection Agreement Form for approval and accepted by the building official. B. Contractor Responsibilities: 1. Notify the Special Inspector: The contractor is responsible for notifying the special inspector or agency regarding individual inspections for items listed on the attached schedule and as noted on the Building Division approved (stamped) plan(s). Adequate notice shall be provided so that the special inspector has time to become familiar with the project. 2. Provide Access to Approved Plan(s): The contractor is responsible for providing the special inspector access to the approved (stamped) plan(s) as the job -site. 3. Retain Special Inspection Records: The contractor is also responsible for retaining at the job - site all special inspection records submitted by the special inspector and providing these records for review by the Building Division's approved (stamped) plan(s) for additional inspections or testing requirements that may be noted. 4. Samples: Only the special inspection agency or materials engineering laboratory shall be permitted to take laboratory samples and transport them to the facility. 4 City of Tukwila Building Division Building Permit Number: Ott- 00 1 1 C. Duties and Responsibilities of the Special Inspector: 1. Observe Work: The special inspector shall observe the work for conformance with the Building Division approved (stamped) design drawings and specifications and applicable workmanship provisions of the I.B.C. 2. Report Nonconforming Items: The special inspector shall bring nonconforming items to the immediate attention of the contractor and note all such items in the daily report. If any item is not resolved in a timely manner or is about to be incorporated in the work, the special inspector shall immediately notify the building official by telephone or in person, notify the engineer or architect, and post a discrepancy notice. 3. Furnish Daily Reports: On request each special inspector shall complete and sign both the Special Inspection Record and the Daily Report Form for each day's inspections to remain at the job -site with the contractor for review by the Building Division's inspector. 4. Furnish Weekly Reports: The special inspector or inspection agency shall furnish weekly reports of tests and inspections directly to the building official, project engineer, architect, and other as designated. These reports must include the following: a. Description of daily inspections and tests made with applicable locations; b. Listing of all nonconforming items; c. Report on how nonconforming items were resolved or unresolved as applicable; and d. Itemized changes authorized by the architect, engineer, and building department if not included in the conformance items. 5. Furnish Final Report: The special inspector or inspection agency shall submittal a final report the building official stating that all items requiring special inspection and testing were fulfilled and reported and, to the best of his/her knowledge, in conformance with the approved (stamped) design drawings, specifications, approved change orders and the applicable workmanship provisions of the I.B.C. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e. missed inspections, periodic inspections when continuous was required, etc.) should be specifically itemized in this report. D. Building Division Responsibilities: 1. Approved Special Inspectors/Inspections: The building official shall approve all special inspectors and special inspection requirements. 2. Monitor Special Inspectors/Inspection: Work requiring special inspection and the performance of special inspectors, shall by monitored by the Building Division's inspector. His/her approval must be obtained prior to placement of concrete or other similar activities in addition to that of the special inspector. 3. Issue Certificate of Occupancy: The building official will only issue a certificate of occupancy after all special inspection reports and the final report have been submitted and approved. 5 City of Tukwila Building Division Building Permit Number: 01 u - lJ 0 \ ACKNOWLEDGMENTS I have read and agree to comply with the terms and conditions of this agreement. WW GRAINGER Owner: WYNRIGHT CORPORATION Contractor: Special Inspector/Inspection Agency: (Project Engineet'Architect: ACCEPTED FOR THE BUILDING DEPARTMENT Date: Date: 02/20/18 02/20/18 Rom A5.5 c7:., a I .o I L101, Date: Z — By: Date: 6 City of Tukwila Building Division Building Permit Number: Q( - 00 19 Special Inspector Qualification Form Each special inspector making inspections for any inspecting/testing agency shall complete this form and enclose a work experience resume for the past five (5) years. Inspector Information: Name: Jeff Rabe, Project Manager Address: 6747 M 1 King Way S City, State, Zip: Seattle WA 98118 Office Phone: (206) 725-4600 Cell Phone: (206) 799-5672 Inspection Classification: Proprietary Anchors Current ICC and/or WABO Number(s): SI01180 Project Name: Grainger Expiration Date: 4-1-2018 Project Address: 6825 Todd Blvd Tukwila STATEMENT OF UNDERSTANDING I, Jeff Rabe, Project Manager hereby affirm that I have been employed by: Otto Rocenaii & Amciat s, Inc (Agency/Firm) 6747 M.L. King Way S.. Seattle WA 98118 (Address) To perform special inspection at above stated project and that I am aware that in performing this inspection, I am acting as an agent for the City of Tukwila and I am responsible to the building official. I am aware that my duties include compliance with the approved plan(s), specifications, the I.B.C. and recognized construction practices, which do not conflict with any of the aforementioned documents. I will submit written reports to the building official as required. Signature: PAN4 Date: 2/21/2018 7 City of Tukwila Building Division Building Permit Number: (7 1 $ - 00 19 Special Inspection and Testing Schedule Testing/Inspection Agency/Special Inspector: Project Name: GRAINGER Project Address: 6825 TODD BLVD REINFORCED CONCRETE, GUNITE, GROUT & MORTAR: Concrete Gunite Grout Mortar Aggregate Tests Reinforcing Tests Mix Designs Reinforcing Placements Batch Plant Inspection Inspect Placing Cast Samples Pick-up Samples Compression Tests PRECAST / PRESTRESSED CONCRETE: Concrete Gunite Grout Mortar Aggregate Tests Reinforcing Tests Tendon Tests Mix Designs Reinforcing Placements Insert Placement Concrete Batching Concrete Placement Installation Inspection Cast Samples Pick-up Samples Compression Tests 8 City of Tukwila Building Division STRUCTURAL STEEL / WELDING: Sample & Test (list specific members below) Shop Material Identification Welding Inspection [ ] Shop [ ] Field Ultrasonic Inspection [ ] Shop [ ] Field High -Strength Bolting Inspection [ ] Shop [ ] Field [ ] A325 [ ] A490 []N[IX[]F Metal Deck Welding Inspection Reinforcing Steel Welding Metal Stud Welding Inspection Concrete Insert Welding Inspection MASONRY: Special Inspection Stresses Used Preliminary Acceptance Tents (Masonry Units, Wall Prisms) Subsequent Tests (Mortar, Grout, Field wall Prisms) Placement Inspection of Units Building Permit Number: 0(f -001`i FIREPROOFING: Placement Inspections Density Tests Thickness Tests Inspection Batching INSULATING CONCRETE: Sample & Test Placement Inspections Unit Weights FILL MATERIAL Acceptance Tests Placement Inspections Field Density STRUCTURAL WOOD: Shear Wall Nailing Inspection Inspection of Glu -lam Fab. Inspection of Truss Joist Fab. Sample and Test Components List all other additional of required inspections, conditions, tests, or special inspections here: /-ftZtiad, (- S(lts(1(CiN 0(-3 Tr' riot it.Mcf— fit) r-10- tC0 citeri-S )p—Io (c) i iraofaaeb (loAcia.iz IE. Form completed by: Telephone No: Title: Date: City of Tukwila Building Division Building Permit Number. 0 ( U - l/ 0 1 APPENDIX A Special Inspection Forms, Schedules, and Agreements Special Inspectors Daily Report Special Inspection Weekly Report Discrepancy Notice Final Special Inspection Report 10 City of Tukwila Building Division Building Permit Number: 0 (U - 0011 Special Inspection and Daily Report Project Name: GRAINGER Project Address: 6825 TODD BLVD Inspection Type(s)/Coverage: [ ] Continuous [ X] Periodic Time Beginning Inspection: Time Ending Inspection: Describe Inspections Made, Including Locations: List Test Made: List Items Requiring Correction, Corrections of Previously Listed Items and Previously Listed Uncorrected Items: List Changes to Approved Plan(s) Authorized by the Building Official and Architect or Engineer: Comments: To the best of my knowledge, the work I inspected was in accordance with the Building Division approved design drawings, specifications, and applicable workmanship provisions of the I.B.C. except as noted above. Signed: Date: Print Full Name: I.D. Number: (This report to remain at job -site with the contractor for review by the Building Division's inspector upon request.) 11 City of Tukwila Building Division Building Permit Number: 9(r " o U ( 9 Special Inspection Weekly Report Project Name: GRAINGER Project Address: 6825 TODD BLVD Inspection Type(s)/Coverage: [ ] Continuous [X] Periodic Describe Inspections Made, Including Locations: List Test Made: Total Inspection Time Each Day: Date Hours List Items Requiring Correction, Corrections of Previously Listed Items and Previously Listed Uncorrected Items: List Changes to Approved Plan(s) Authorized by the Building Official and Architect or Engineer: Comments: To the best of my knowledge, the work I inspected was in accordance with the Building Division approved design drawings, specifications, and applicable workmanship provisions of the LB.C. except as noted above. Signed: Date: Print Full Name: I.D. Number: cc: Building Division Engineer/Architect (This form to be distributed weekly when required by the Building division and/or engineer/architect.) 12 City of Tukwila Building Division Building Permit Number: 0 r- 0 Discrepancy Notice GRAINGER Project Name: Project Address: 6825 TODD BLVD Area Inspected: HI -RISE STORAGE SHELVING Type of Inspection: Special Inspector: Laboratory: Notice Delivered to: [ ) Contractor Date/Time: [ ] Engineer/Architect Date/Time: [ ) Building Division Date/Time: Make the following corrections and secure inspection approval prior to proceeding with this phase of the work: Contractor's Response: [ ) Repair or Replace in Accordance with Approved (stamped) Plan(s) and Specifications [ ) Modification Evaluation Signed: Date: COMPLETED AND APPROVED CONTRACTOR: WYNRIGHT CORP DATE: INSPECTOR: DATE: DO NOT REMOVE THIS NOTICE Contact the City of Tukwila Building Division inspector upon issuance/posting at 206-431-3670 Post Adjacent to Building Permit Inspection Record Card FINAL SPECIAL INSPECTION REPORT 13 City of Tukwila Building Division Building Permit Number: 0 ( 0019 To: City of Tukwila Department of Community Development Building Division 6300 Southcenter Blvd, Ste 100 Tukwila, WA 98188 206-431-3670 Attention: Jerry E. Hight, Building Official Re: Final Project Report Project Name: GRAINGER Project Address: 6825 TOOD BLVD To Whom It May Concern: This is to certify that I performed special inspection on the following portions of the work at the above address, which required continuous inspection and which I was employed to inspect: Based upon my personal observation and written reports of this work, it is my judgment that the inspected work was performed, to the beset of my knowledge, in accordance with the approved (stamped) plan(s), specifications, and the applicable workmanship provisions of the International Building Code. Special Inspector's Signature: Print Full Name: Date: Registered Professional Signature*: *(Affix professional wet seal) cc: CIient/Owner Architect/Engineer 14 Don Tomaso From: Sent: To: Subject: Shane Christianson <schristianson@wynright.com> Monday, January 22, 2018 1:25 PM Don Tomaso Grainger High Rise Bin Shelving - Occupancy and Product Classification From: Cooley, Ron Sent: Friday, January 05, 2018 11:15 AM To: Hertz, Ashley Subject: RE: Grainger Shift Hours Wynright Contact Ashley, Under code the Seattle MDC would have an occupancy classification of "M" for the general warehouse (question #1). With regards to question #2 we would consider the product classification of the general warehouse be "cartoned unexpanded plastic" for storage and fire protection purposes. Let me know if you need anything else. Thanks, Ron From: Hertz, Ashley Sent: Friday, January 05, 2018 10:10 AM To: Cooley, Ron Subject: FW: Grainger Shift Hours - Wynright Contact Good Morning Ron, REVIEWED FOR CODE COMPLIANCE APPROVED MAR_ O_1 2018 City of Tukwila BUILDING DIVISION I am looking for information that was requested by contractor in order to obtain a permit for project work we are doing at the Seattle MDC. They asked for the following: 1. Occupancy load/classification. 2. Description and classification of all products to be stored. Is this something that you would be able to help with? Thanks, Ashley Hertz Senior Business Systems Analyst smilax b18-0019 1 RECEIVED CITY OF TUKWILA JAN 22 2018 PERMIT CENTER A From: Raven, Bill Sent: Friday, January 05, 2018 10:04 AM To: Hertz, Ashley Subject: RE: Grainger Shift Hours - Wynright Contact Ashley, For questions like these 1 would go to Ron Cooley, Director of Risk Management. He would know our Occupancy Classification and be able to give you a general description of the types of products we will be storing. If Wynright (Shane) needs a detailed listing of all hazmat products, their description and hazard classification that will take some time to pull together. Let me know if they need a detailed listing. Thanks, Bill Bill Raven 1 Corporate Manager EHS 1 W.W. Grainger, Inc. 100 Grainger Parkway 1 Lake Forest, IL 1 Office: 847-535-0661 1 Cell: 847-687-4020 From: Hertz, Ashley Sent: Friday, January 05, 2018 9:54 AM To: Raven, Bill Subject: FW: Grainger Shift Hours - Wynright Contact Good Morning Bill, I am with Space Management, working with the Project Team on a project to install high bay bin racking at the Seattle MDC. I received a request for the information in the email below and was told you may be able to help answer these questions. Thanks, Ashley From: Shane Christianson[mailto:schristiansonCa�wynright.com] Sent: Friday, January 05, 2018 9:42 AM To: Hertz, Ashley Subject: RE: Grainger Shift Hours Wynright Contact Ashley, We're working on getting all the info for the permit and 1 need the following information from Grainger: 1. Occupancy Toad/classification. 2. Description and classification of all products to be stored. 2 Thanks, Shane Christianson 1 Project Manager WYNRIGHT CORPORATION 5225 West Wiley Post Way, Suite 200, Salt Lake City, UT 84116 (801) 526-1372 office 1 (801) 874-5061 mobile DAIFUKU Always an Edge Ahead Wynright Corporation Disclaimer - The information transmitted, including any attachments, is intended only for the person or entity to which it is addressed and may contain confidential and/or privileged material. Any review, copying. retransmission, dissemination or other use of, or taking of any action in reliance upon, this information by persons or entities other than the intended recipient is prohibited. If you believe you have received this email in error (whether inadvertently addressed to you. or if forwarded to you by a recipient), please contact the sender and delete this material from your computer. 3 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing PROPRIETARY ANCHOR MECHANICAL INSPECTION REPORT Job Number: 18-0219 Project: Address: Inspector. Report Number: Grainger - Tukwila (High Rise Bin Shelving) 6725 Todd Blvd., Tukwila Travis Linn Description/Location: 340171 Client: Address: Date: Permit Number: Wynright Corporation 2500 York Road, Elk Grove 6/4/2018 D18-0019 ORA representative onsite to inspect all ready installed expansion anchors for correct hole depth and correct torque specifications for rows 45 and 67. Previously row 123 were not conformance due to using incorrect anchors 3" instead of 3' ' anchors: Contractor has added (2) anchors per bay with the correct size in addition to anchors previously installed. Correct torque and embedment waiting for approval from engineer to see of this will be sufficient. Intended Use: Anchor shelving units to slab Building Code & Year: IBC 2015 Reference Standard(s) Used: Copies to: Client Owner Archkect X Engineer X Contractor X Building Dept. Others Comments Conforms Does Not Conform X RECEIVED CITY OF TUKWILA JUL 09 2018 PERMIT CENTER Technical Responsibility: 041111 eff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except In full, without written permission from our fimi is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN-87-02(Rev 05/13) Anchor Size & Quantity: 3/8"x3' " (190) Anchor Style: X Expansion ■ Screw • Sleeve ■ Drop In ESR Number. 1917 Anchor Manufacturer. Hilti Anchor Type: KB -TZ Hole Diameter: 3/8" Hole Depth: 2'4" Required Embedment: 2 W Anchor Length: 3' " Concrete Thickness: 5 W Concrete Strength: 3500 CMU Base Material: 0 Normal Weight Concrete IN Light Weight Concrete ■ ■ Brick • Composite Deck Hole Cleaning: • Compressed Air 1 Hand Pump ►_ Other. Vacuum ORA Torque Wrench ID: 6063 Torque: 25 ft -lbs DNI Bit (ANSI B212.15): 0 Yes ■ No Weather: Rain Ambient Temperature: 53°F Reference Standard(s) Used: Copies to: Client Owner Archkect X Engineer X Contractor X Building Dept. Others Comments Conforms Does Not Conform X RECEIVED CITY OF TUKWILA JUL 09 2018 PERMIT CENTER Technical Responsibility: 041111 eff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except In full, without written permission from our fimi is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN-87-02(Rev 05/13) 5.4 mq gi Z XXX w sun g 0 N a °. 1 Al 5 1i 2 C 4. ti31N33 t1VVtI3d 0 0 c Q N N O° '° 0 m 3 o c %& a ''& 2.08 aomimi aaa 74 : Rsvgww v O o d N HMI;w m a' @ a 3 =•8 r4N8 „w m OPH4 6614:11 aiFri. 3• ;. 8§� g. 714 3 OW > j N 7 d a v m0) =m morw n. 4,5 • CD m 0 0 1 lenaddy JeeU!6u3 lenoiddy Jeeui6u3 0 CD Cfi 0 r N • "'i xzp 0 co 908c a 3 _ r j X07) rr- m ^z�\ V/ t+ELZSE : oN Qof w a rn 0 0 41. rio 6747 M.L. King Way S., Seattle, Washington 98118 —Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 (0 (D j 11 o a• v (0 v'o St ag) 0 0 XXX 3 wnm co o am o " 0 m a 0 m a w Q N 7 co co 0 O ((DD O_ 2 O .Z7 (D 8 0 0 0)• A N a n 0 N N � l N CD slo 2 = N o :Amlsuodsa8leoluyoal _ pm —1 '< -n 0 — IV R CA) C < 2 N rn co m oo C) 33 F r. 1 N 0 Co va 0 W (71 N v g CI) 0 CD ((DD (D - 7 Ienolddy Jaau46u3 !mays w8 asII y :pa;epdn a;ea ONI1S31 S1VR131VVd V NO1133dSNI 1V103dS Col Col tti OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 352734 Project: Address: Client: CONSTRUCTION INSPECTION REPORT Grainger — Tukwila (High Rise Bin Shelving) 6725 Todd Blvd. Tukwila Wynright Corporation Permit Number: D18-0019 Job Number: 18-0219 AA.1.......• ntnn v__i. Inspections: Performed Steel Decking Other (specify): Cancel X Other (specify): Structural Steel Fabrication Structural Steel Erection ...�M`w�..� __ and Date emarks Steven Moser 5/11/2018 Copies to: Client Owner Architect Arrived on site as requested to perform a mechanical proprietary anchor inspection. Upon reviewing plans and materials, noted the anchor length was only 3" when plans called for 3'/,". Therefore, not able to achieve the embedment depth of 21/2" minimum. Upon arrival reviewing inspection reports noticed that prior installations occurred in this same fashion and previous inspectors gave the contractor conforming reports. Notified the contractor to contact the engineer of record to see how they would like to proceed with this situation, as well as to get the suggestion in writing form the engineer so we can follow the recommendations. X Engineer X Contractor X Building Dept. Others Technical Responsibility: RECEIVED CITY OF TUKWILA MAY 232018 PERMIT CENTER Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -63-05 (Rev 10/10) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing PROPRIETARY ANCHOR MECHANICAL INSPECTION REPORT Job Number: 18-0219 Project: Address: Inspector: Report Number: Grainger—Tukwila (High Rise Bin Shelving) 6725 Todd Blvd., Tukwila Travis Linn 340306 Permit Number: D18-0019 Client: Wynright Corporation Address: 2500 York Road, Elk Grove Date: 4/25/2018 Description/Location: ORA representative onsite to inspect the installation of wede anchors for proper embedment, proper torque, and placement specifications. Location: rows 42/E, F, G, and H Intended Use: Anchor shelving units to slab Building Code & Year: IBC 2015 Reference Standard(s) Used: Copies to: Client X Engineer Owner X Contractor Architect X Building Dept. Others Comments Conforms X Does Not Conform RECEIVED CITY OF TUKWILA MAY 18 2018 PERMIT CENTER Technical Responsibility: k‘\141 Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN-87-02(Rev 05/13) Anchor Size & Quantity: 3/8" (192) Anchor Style: Expansion Screw ■ Sleeve ■ Drop In ESR Number: 1917 Anchor Manufacturer: Hilti Anchor Type: KB -TZ Hole Diameter: 3/8" Hole Depth: 2'A" Required Embedment: 2 %" Anchor Length: 3" Concrete Thickness: 5 %2' Concrete Strength: 3500 CMU Base Material: Normal Weight Concrete ■ Light Weight Concrete ■ • Brick ■ Composite Deck Hole Cleaning: ■ Compressed Air 1 Hand Pump t:/ Other: Vacuum ORA Torque Wrench ID: 6063 Torque: 25 ft -lbs Drill Bit (ANSI B212.15): • Yes 1 No Weather: Sunny Ambient Temperature: 72°F Reference Standard(s) Used: Copies to: Client X Engineer Owner X Contractor Architect X Building Dept. Others Comments Conforms X Does Not Conform RECEIVED CITY OF TUKWILA MAY 18 2018 PERMIT CENTER Technical Responsibility: k‘\141 Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN-87-02(Rev 05/13) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing PROPRIETARY ANCHOR MECHANICAL INSPECTION REPORT Job Number: 18-0219 Project: Grainger—Tukwila (High Rise Bin Shelving) Address: 6725 Todd Blvd., Tukwila Inspector: Ethan Olson, Biniyam Ejigu Report Number: Description/Location: Intended Use: 367536 Client: Address: Date: Permit Number: Wynright Corporation 2500 York Road, Elk Grove 3/27/2018 D18-0019 Onsite for proprietary anchor of expansion bolts Hilti KBTZ at the base of the high rise shelves. All elements conform to the corresponding approved project documents Attaching shelving to concrete Building Code & Year: Reference Standard(s) Used: Copies to: Client X Engineer Owner X Contractor Architect X Building Dept. Others Comments Technical Responsibility: Conforms X Does Not Conform Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN-87-02(Rev 05/13) Anchor Size & Quantity: 3/8" (20) Anchor Style: Expansion • Screw • Sleeve • Drop In ESR Number: 1917 Anchor Manufacturer: Hilti Anchor Type: KBTZ Hole Diameter: 7/16" Hole Depth: 2 W Required Embedment: 2" Anchor Length: 3" Concrete Thickness: Existing Concrete Strength: Existing Base Material: 0 Normal Weight Concrete ■ Light Weight Concrete • CMU • Brick ■ Composite Deck Hole Cleaning: ■ Compressed Air • Hand Pump @ Other: Vacuum ORA Torque Wrench ID: 6107 Torque: 25 ft -lbs Drill Bit (ANSI B212.15): ►5 Yes 0 No Weather: Indoors Ambient Temperature: 64° Reference Standard(s) Used: Copies to: Client X Engineer Owner X Contractor Architect X Building Dept. Others Comments Technical Responsibility: Conforms X Does Not Conform Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN-87-02(Rev 05/13) 11/1/2018 City of Tukwila Department of Community Development SHANE CHRISTIANSON 5225 WEST WILEY POST WAY - SUITE 200 SALT LAKE CITY, UT 84116 RE: Permit No. D18-0019 GRAINGER 6825 TODD BLVD Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, 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, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 12/8/2018. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 12/8/2018, 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, --&z,bf '41 Bill Rambo Permit Technician File No: D18-0019 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 January 30, 2018 City of Tukwila Department of Community Development SHANE CHRISTIANSON 5225 WEST WILEY POST WAY - SUITE 200 SALT LAKE CITY, UT 84116 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0019 GRAINGER - 6825 TODD BLVD Dear SHANE CHRISTIANSON, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit 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 following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. Please provide special inspection notes on the plans for the bolting. Also, due to the size of the storage system, specify any required quality control inspections required for the installation, i.e. bolting. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, ej, Bill Rambo Permit Technician File No. D18-0019 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0019 PROJECT NAME: GRAINGER SITE ADDRESS: 6725 TODD BLVD Original Plan Submittal X Response to Correction Letter # 1 DATE: 02/26/18 Revision # before Permit Issued Revision # after Permit issued DEPARTMENTS: mivc) 1-kv-ii1146 Building Division Public Works n Fire Prevention Structural n Planning Division ❑ Permit Coordinator 1 PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 02/27/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03/27/18 Approved ❑ Approved with Conditions n Corrections Required n Denied n (corrections entered in RRerv,,iews) (ie: Zoning Issues) Notation:CM .; ii fl 4/ REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 %RMITCOORDCOPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0019 PROJECT NAME: GRAINGER SITE ADDRESS: 6725 TODD BLVD X Original Plan Submittal Response to Correction Letter # DATE: 01/22/18 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Catg ii3(8 Building Division 111111 Public Works ❑ Ai" AWC Fire Prevention Structural Planning Division Permit Coordinator n PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 01/23/18 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 02/20/18 Approved n Approved with Conditions U Corrections Required Denied (corrections entered in Reviews (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire 0 Ping 0 PW 0 Staff Initials: ote 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukTvila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 02/20/18 , Plan Check/Permit Number: D18-0019 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Grainger Project Address: 6725 Todd Blvd RECEIVED CITY OF TUKWILA FEB 2 6 2018 PERMIT CENTER Shane Christianso 801.874.5061 Contact Person: nrhone Number: Summary of Revision: High -Rise Storage Shelving Clarifications/Anchor Inspections Wynright has provided the stamped drawings on 24" x 36" sheets. Seizmie, Inc lids bLdmpecl acid biynuii all bheeLb of Le Law Lig buvmlctdl. Seizmic, Inc has stamped and signed the cover sheet of the calculations. Seizmic, Inc has direct supervision of all the storage shelving design work. WynrighL dLawiu9s (bheeL SD02, dt Ldi1 #4) c:ledily uuLe dll dnL iuLS CunEOLm Lu ICC -ESR -1917. This is an Evaluation Service Report on the specification and installation of the Hilti KB -TZ anchors that will be installed. Section 4.4 of this report states that periodic anchor inspections be done by a certified inspector ar engineer. ,A copyof this report Ys part of this ie SaL rittal dnl cvYies yiveii La Ll,e installer and the inspector. A copy of this report will be at the job site at all times. A completed copy of the City of Tukwila Structural Design & Inspection Information form is also included as part of thi3 rc oubmittal. Sheet Number(s): ?.., "Cloud" or highlight all areas of revision includin date of revision Received at the City of Tukwila Permit Center by: 5 --Entered in TRAKiT on )—(to lapplicationstforms-applications on linekevision submittal Created: 8-13-2004 Revised: WYNRIGHT CORPORATION c Home Espanol Contact Safety & Health Claims & Insurance Washington State Department of k% Labor & Industries Search L&I A-Z.Index I -Idly Workplace Rights WYNRIGHT CORPORATION Owner or tradesperson AMBROSE, KEVIN H Principals AMBROSE, KEVIN H, PRESIDENT FARLEY, MICHAEL JOHN, SECRETARY CARUSO, ANTHONY, TREASURER DICKERSON, KENNETH, MEMBER NOBUTA, HIROSHI, MEMBER WA UBI No. 603 047 763 2500 YORK RD ELK GROVE VILLAGE, IL 60007 847-595-9400 Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor _....._ _ ..._......__......... Active. Meets current requirements. License specialties GENERAL License no. WYNRIC*827D3 Effective — expiration 04/05/2018— 04/05/2020 Bond Liberty Mutual Ins Co Bond account no. 013129382 $12,000.00 Received by L&I Effective date 04/05/2018 03/13/2018 Expiration date Until Canceled Insurance TOKIO MARINE AMERICA INSURANCE $1,000,000.00 Policy no. CLL641001000 Received by L&I Effective date 03/23/2018 01/01/2018 Expiration date 01/01/2019 Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. Page 1 of 2 My DMI Trades & Licensing Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603047763&LIC=WYNRIC* 827D3&SAW= 5/2/2018 WYNRIGHT CORPORATION L81 Tax debts No L&I tax debts are recorded for this contraciwiicense during the previous 6 year period, but some may be recorded by other agencies. License Violations ............................................. No license violations during the previous 6 year period. Workers' comp No active workers' comp accounts during the previous 6 year period. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes ...................... _.............................. No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 © Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603047763&LIC=WYNRIC*827D3&SAW= 5/2/2018 NOTES`, 1. SOIL/SLAB INFORMATION: SLAB THICKNESS: 51/2"REINFORCED. SLAB COMPRESSIVE STRENGTH: 3500 PSI' SOIL: 1000 PSI WYNRIGHT CORPORATION. 2500 YORK ROAD ELK GROVE VILLAGE, IL. 60007 CONTACT: SHANE CHRISTIANSON PH: -801.874.5061 EMAIL:SCHRISTIANSON@WYNRIGHT.COM; aatmaganalummaniaNignimisammunnummummanwAinausuge ftqoqif� r U124 t4i0Rr4ff=i? f ; r'U124 fatiaiE iti' 2. OVERALL WAREHOUSE SPACE: 57,600 SQ. FT. TOTAL AREA (FOOTPRINT) OF STORAGE SHELVING IN PROJECT SCOPE AREA: 2,646 SQ. FT. 3. SPRINKLER PLANS & INFORMATION IS ON FILE AT THE CITY OF TUKWILA. OWE. W.W. GRAINGER 100 GRAINGER PARKWAY. LAKE FOREST, IL..60045 CONTACT KEVIN DUHIG PH: 847 535.1000 I. ENGINEER OF RECORD: SEIZMIC, INC. 11130:E. CYPRESS COVINA, CA:. 91.724. l CONTACT: SAL FATEEN PH: 909:869.0989 SL01 SLO2 SLO3 SLO4 SLO5 SLOG SDO1 SDO2 SD03 SDO4 SDO5 •EXISTING RACK & DEMOLITION PLAN OVERALL SHELVING` PLAN SHELVING PLAN- EAST END SHELVING PLAN- WEST END EMERGENCY EGRESS PLAN SITE PLAN TYPICAL SHELVING. ELEVATIONS SHELVING DETAILS SHELVING DETAILS SHELVING PROTECTION DETAILS.. SHELVING ELEVATIONS/DETAILS AT BUILDING COLUMNS =NON PUBLIC INFORMATION..= COPYRIGHT 20:17 AN UNPUBLISHEDWORK 8Y W GHT ARIGHTS RESERVED THIS MATERIAL CONTAINS Y I CONFIDENTIAL INFORMNATIOTHAT IS THE PROPERTNRY OF WYNRIGHTLL..ANY UNAUTHORIZED USE, DUPLICATION OR DISCLO:SURE'IS'PROHIBITED BY LAW , THIS;DRAWING AND/OR D.000MENTS AND THE INFORMATION; CONTAINED THEREIN ARE THE SOLE AND EXCLUSIVE PROPERTY OF WYNRIGHT IN CONSIDERATION OF THE DISCLOSUR"E .BEING' MADE QF THIS'NON PUBLIC INFORMATION. BY WYNRIGHT, THE•RECIPIENT AGREES'THAT NEITHER THIS DRAWING AND/OR DOCUMENTS'; NOR ANY INFORMATION CONTAINED THEREIN WILL;BE COPIED,; DISSEM:I:NATED. OR MADE: AVAILABLE TO•ANY OTHER PERSON OR ENTITY WITHOUT PRIOR WRITTEN CONSENT OF_WYNRIGHT • ,SI( fS!OmS . Iliochanges ctentoitirtz)li .tti-p saopF... of work 1,Ntf>3fri i pinfi-alaptoval °f TtakwilI t§111Yrglog. ivision. NOTE: Revisionqu1tttia , crap.' • new`plah subrnittal and may i; ;:ii tnatrlitiarrai plan 're Yi w fees cpproval is subject to errors a; ii c . � L f. construction documents does r' nn . ofSri adopted opted cads or ordinance Recelg t ... '..gid Field Co and onditions is > cl,now cc Copy � ia��vd. By Date: 4F�!elg1<a(g#4 IBI 1�aAl�; .,. lit a»r xw ; .� .curs..k ,.. t.n.rs 0 torid t .[ fit# a �..�,���!,��ill. ArlwAsi 1102pIritalf#1169411r#414FlawitirtAti glarigairiPatitilif_r3dralierAiiirdr nt tlr,w�gaW N® AW y:..lt�wi�e:4 fl Oe1M1'ltrr.i�. "iii teefi at N72a if Zilli. i i .> ifitilirfAiallirAildlitirifj iQ>It i t;ilrifiP' EIVOI tO 2fi TI SPU SC ll A7A 00,10211116010MHEO3fretildrin drif310165011M300230231Wir 3igiCaillyr3rgirligifitiiii,„2237,4741.1111031 dmsmrvrmdragr ,.wq Nn�'"•a•!tx .reu+..9Lw..ii, ;IIS trea Fi 'l .40 O 17L "i'il ' t �1T R QUE.2.D FSH: ..ILS ic�,hani cal 'Electrical [Plumbing LKO��P,p,ng. CrT of• r 16U41 16U 16U41 16U41 16TU 16U41 I 16U4 16U82 .16U82 16U41 16U41 1 16U41 161 41 1 _ °-!r 16U41 1613-1 1613179 16U41 16U41 16TU � 16U41 16U41 16U41 1 16U41 _ 16U50 16U41 161311-1 16U41 16U41 16U50 1613A0 161350 16U41 16U41 16U50 16U41 16U41 16U 16TU 16U41 16TU 161382 1 16U4 82 161341 16U41 1 16U41 161 41 .1111109.16,0___ 16U41 16U 1 16U41 16U41 16U41 16U41 16U41 16U41 16TU 16U41 16U41 16U82 .16U82 161382 16U82 16 82 J 161382 16U 25 16U125 1613179 16U41 30" SPACERS 16TU � 16U41 16U41 16U41 1 16U41 _ 16U50 16U41 161311-1 16U41 16U41 16U50 1613A0 161350 16U41 16U41 16U50 16U41 16TU 161341 16TU 16U82 16U82 161382 16 82 ,����■_ -1613$2 1613 � 1613125 1813179 16U50 16U5 16U41 16U50 16TU 16134 16U41 16U41 161382 _ 16U82 16 82 J 16U82 16131 1A 16U101A�6U101A 16U41 12580 16TU � 16U41 16U41 16U41 1 16U41 _ 16U50 16U41 161311-1 16U41 16U41 16U50 1613A0 161350 16U50 16U5 1-1. 161350 16TU 16U4 161341 16U82 16U82 16 82 .� 16U8.2 16U1 1A 16U101Ai6U101A1 j 1.6U41 , 1. 16U50 161350 16U41 16U50 16TU 16U411 16U41 16U41 16U41 161{J41 _ 16U41 16Uti 16U41 16U41 16U50 16U50 161341 16U41 12580 16TU � 16U41 16U41 16U41 1 16U41 — 1611341 16U50 16U41 161311-1 16U41 16U41 16U50 1613A0 161350 16U41 16U 1 16U41 16TU 16U56 16U50 16U50 16U50 16'650 50 _ 16U50 16U50 16U60 16U 0 16U50 16U50 16U50 16U50 161341 16U41 12580 12, 4' 16U41 16U11-1 16U41 16TU 16U5 16U50 161350. 16U50.16 ISONISICIE 1110$118:010 esetesto t514021118 16U41 b 1 16U41 16TU :6U4" 161341. x.6-41. 16U41 16 41. ._.uNiIIIMI 181341 16 41 161341 16U41 12580 12, 4' JIM.,..4•,_ ] U 16U41 1.613 1-1. # 16U41 16TU 16134 16U41 1.61341. 161341. 16 6U41 ` 1.6U41 J. j 1.6U41 12S30 b 12S30 12TS 12530 12S30 12S30 1.2530 N 30 ._.uNiIIIMI -..4r Mr"'. r 12S 0 N O 12580 12, 4' JIM.,..4•,_ ] U O ¢g£ 1 , 1. 1 EXISTING RACK & DE-MOLITION PLAN SLO1 NO SCALE J DISMANTLE (5) BACK TO BACK ROWS OF SELECTIVE PALLET RACK INSIDE THE DOTTED AREA. CUT ALL ANCHORS LEVEL WITH FLOOR. ALL DISMANTLED RACKING WILL BE BUNDLED FOR SHIPMENT TO EITHER ANOTHER LOCATION OR DISPOSED FOR SCRAP. REV DRAWING REVISIONS DESCRIPTION DATE BY 30 BASE DRAWING 01/02/18 RRR ## ## ## ## ## ## ## ## ## ## ## ## ## ## ## ## ## ## ## DAIFUKU WYNRIGHT CORPORATION TYPE: 16U41 ELEVATION DETAIL 3" TYPE: 16U101 ELEVATION DETAIL Emma TYPE: 16TU ELEVATION- DETAIL pm YEW — MAI BAY TYPE: 16TU ELEVATION DETAIL FRIT — lUIBEL BAY TYPE: 16U50 ELEVATION DETAIL omit= TYPE: 16U179 ELEVATION DETAIL 10 •- °IN REVIEWED FOR CODE COMPLIANCE APPROVED MAR 01 2010 City of Tukwila BUILDING DIVISION TYPE: 16U20 ELEVATION DETAIL MEM EXISTING RACK ELEVATIONS HI—RISE STORAGE SHELVING EXISTING RACK & - DEMOLITION PLAN RECEIVED CITY OF TUKWILA JAN 22 2018 PERMIT CENTER EXPIRES APR 1 2 2010 FILENAME 86182 grainger tukwila wa-approval drawings 010218.dwg D -SIZE SCALE JOB NUMBER AS NOTED 86182 - NON PUBLIC INFORMATION - COPYRIGHT 2017 AN UNPUBLISHED WORK BY WYNRIGHT. ALL RIGHTS RESERVED. THIS MATERIAL CONTAINS CONFIDENTIAL INFORMATION THAT IS THE PROPERTY OF WYNRIGHT. ANY UNAUTHORIZED USE, DUPLICATION OR DISCLOSURE IS PROHIBITED BY LAW. THIS DRAWING AND/OR DOCUMENTS AND THE INFORMATION CONTAINED THEREIN ARE THE SOLE AND EXCLUSIVE PROPERTY OF WYNRIGHT. IN CONSIDERATION OF THE DISCLOSURE BEING MADE OF THIS NON-PUBLIC INFORMATION BY WYNRIGHT, THE RECIPIENT AGREES THAT NEITHER THIS DRAWING AND/OR DOCUMENTS NOR ANY INFORMATION CONTAINED THEREIN WILL BE COPIED, DISSEMINATED, OR MADE AVAILABLE TO ANY OTHER PERSON OR ENTITY WITHOUT PRIOR WRITTEN CONSENT OF WYNRIGHT. GRAINGER TUKWILA, WA. REVISION SHEET 00 SLO1 b raN N N N N to JIM.,..4•,_ 9311 3" TYPE: 16U20 ELEVATION DETAIL MEM EXISTING RACK ELEVATIONS HI—RISE STORAGE SHELVING EXISTING RACK & - DEMOLITION PLAN RECEIVED CITY OF TUKWILA JAN 22 2018 PERMIT CENTER EXPIRES APR 1 2 2010 FILENAME 86182 grainger tukwila wa-approval drawings 010218.dwg D -SIZE SCALE JOB NUMBER AS NOTED 86182 - NON PUBLIC INFORMATION - COPYRIGHT 2017 AN UNPUBLISHED WORK BY WYNRIGHT. ALL RIGHTS RESERVED. THIS MATERIAL CONTAINS CONFIDENTIAL INFORMATION THAT IS THE PROPERTY OF WYNRIGHT. ANY UNAUTHORIZED USE, DUPLICATION OR DISCLOSURE IS PROHIBITED BY LAW. THIS DRAWING AND/OR DOCUMENTS AND THE INFORMATION CONTAINED THEREIN ARE THE SOLE AND EXCLUSIVE PROPERTY OF WYNRIGHT. IN CONSIDERATION OF THE DISCLOSURE BEING MADE OF THIS NON-PUBLIC INFORMATION BY WYNRIGHT, THE RECIPIENT AGREES THAT NEITHER THIS DRAWING AND/OR DOCUMENTS NOR ANY INFORMATION CONTAINED THEREIN WILL BE COPIED, DISSEMINATED, OR MADE AVAILABLE TO ANY OTHER PERSON OR ENTITY WITHOUT PRIOR WRITTEN CONSENT OF WYNRIGHT. GRAINGER TUKWILA, WA. REVISION SHEET 00 SLO1 REV 0. ## ## ## ## ## 165" (13'-9") REF. (42) HI -RISE SHELVING BAYS ON 37-5/16" CENTERS (+1-1/2) = 1568 5/8" (130'-8 5/8") OVERALL SHELVING RUN liEVEMUS MUM 116168201112 friffitageret o aoaVEMS EISSMIER MOMS IMMO ISENSIM 101114030 MMUS 110111 I I I iiii MON. Iir�ir ( illi _w.0 IIMIIIIIMIII li► i,1ammegit,m wr.r '1111111111111111.11‘aimim r:a.� s GSM= telifEISSIS e tit 11111111111111111 i I 1 I I I -mill W MI I I�l t IEllI I. 1 - 11111111M1 nagroic MINe 1 11.11111111.111111.1111 607" (50'-7") OVERALL — SHELVING — SYSTEM D FOR PLIANCE VED 2018 City of 1 ukwila 1._mmil _, 1111141111 IMMIX s..A� lallw!Ir. ia.-.ww 1--u—.' nor Agra w /Illw.•Iii aaNU 63186=91 MAIM MOWN ffinIDIEMIN Offintallt �virkkomiollA OeVo...010 .. 1111111111111MIMINI I BASE DRAWING ## ## ## ## ## DRAWING REVISIONS DESCRIPTION 1 OVERALL (NEW) HI -RISE SHELVING PLAN SLO2 SCALE: 3/16"=1'-0" DAIFUKU WYNRIGHT CORPORATION 06 l a 8'-3") RECEIVED CITY OF TUKWIL JAN 22 2018 PERMIT CENTER HI -RISE STORAGE SHELVING OVERALL HI -RISE SHELVING PLAN 4 86182 grainger tukwila wa•approval drawings 010218,dwg D -SIZE SCALE JOB NUMBER - NON PUBLIC INFORMATION -- COPYRIGHT 2017 AN UNPUBLISHED WORK BY WYNRIGHT. ALL RIGHTS RESERVED. THIS MATERIAL CONTAINS CONFIDENTIAL INFORMATION THAT IS THE PROPERTY OF WYNRIGHT. ANY UNAUTHORIZED USE, DUPLICATION OR DISCLOSURE IS PROHIBITED BY LAW. THIS DRAWING AND/OR DOCUMENTS AND THE INFORMATION CONTAINED THEREIN ARE THE SOLE AND EXCLUSIVE PROPERTY OF WYNRIGHT. IN CONSIDERATION OF THE DISCLOSURE BEING MADE OF THIS NON-PUBLIC INFORMATION BY WYNRIGHT, THE RECIPIENT AGREES THAT NEITHER THIS DRAWING AND/OR DOCUMENTS NOR ANY INFORMATION CONTAINED THEREIN WILL BE COPIED, DISSEMINATED, OR MADE AVAILABLE TO ANY OTHER PERSON OR ENTITY WITHOUT PRIOR WRITTEN CONSENT OF WYNRIGHT. GRAINGER TU KW I LA, WA. AISLE -1 58" CLEAR AISLE ROSS A S) TYPI4 ( 1 J N N N NMM.MEN t } NY A ( ; g N N FIN n _ 1 CCI ID"C .T /TI! n AI =MIMI MI= MIMI= 1II J#i il t # A_ / � 1 .1 J J i A A t g Alq ROSS A S) TYPI 58" CLEAR AISLE ROSS A SLE SUP' 58" CLEAR AISLE ROSS A SLE SUP S) TYPI 37" 58" CLEAR AISLE 37" 111 -� 111111111110111 111111.1194-" 11111•11.111111111 1; I■t:II.I 1111111111111101011001 Y ! iY A 6 I E Y tmimmilimpiumum1 N N N N Iimomome 1 AJ1 J i A A A A [ 1 S) TYPI f AL El El ROSS A SLE SUP 58" CLEAR AISLE 37" ROSS A SLE SUP S) TYPI+ AISLE -8 1 HI -RISE SHELVING PLAN (EAST END) SLO3 SCALE: 3/32"=1'-0" JAN 22 2018 PERMIT CENTER DRAWING REVISIONS DESCRIPTION BASE DRAWING 01/02/15 DENOTES CROSS AISLE SUPPORT (TIE) LOCATED AT TOP OF SHELVING DENOTES SHELVING UNIT NUMBER DENOTES ROW LETTER DENOTES GUIDE RAIL ANGLE DAIFUKU /.........., DENOTES AISLE ENTRY GUARD SHELVING LEGEND '- DENOTES TYPICAL SHELVING BAY 375116----4 WYNRIGHT CORPORATION HI -RISE STORAGE SHELVING SHELVING PLAN -EAST END FILENAME 86182 grainger tukwila wa-approval drawings 010218,dwg D -SIZE SCALE JOB NUMBER - NON PUBLIC INFORMATION - COPYRIGHT 2017 AN UNPUBLISHED WORK BY WYNRIGHT. ALL RIGHTS RESERVED. THIS MATERIAL CONTAINS CONFIDENTIAL INFORMATION THAT IS THE PROPERTY OF WYNRIGHT. ANY UNAUTHORIZED USE, DUPLICATION OR DISCLOSURE IS PROHIBITED BY LAW. THIS DRAWING AND/OR DOCUMENTS AND THE INFORMATION CONTAINED THEREIN ARE THE SOLE AND EXCLUSIVE PROPERTY OF WYNRIGHT. IN CONSIDERATION OF THE DISCLOSURE BEING MADE OF THIS NON-PUBLIC INFORMATION BY WYNRIGHT, THE RECIPIENT AGREES THAT NEITHER THIS DRAWING AND/OR DOCUMENTS NOR ANY INFORMATION CONTAINED THEREIN WILL BE COPIED, DISSEMINATED, OR MADE AVAILABLE TO ANY OTHER PERSON OR ENTITY WITHOUT PRIOR WRITTEN CONSENT OF WYNRIGHT. GRAINGER TUKWILA, WA. AS NOTED REVISION 86182 SHEET 00 SLO3 1 SDO4 AISLE -1 11" FROM CENTER OF H -POST TO CENTER OF BLDG COLUMN ROSS A ORT (TI S) TYPI4 r ISLE -2 58" CLEAR AISLE ROSS A pLE SUP 'ORT (TI S) TYPI AISLE -3 58" CLEAR AISLE 311" (25'-11") FROM FACE OF H -POST TO CENTER OF BLDG COLUMN 'ORT (TI S) TYPI + AISLE -4 58" CLEAR AISLE S) TYPI 58" CLEAR AISLE ORT (TI S) TYPI I AISLE -6 58" CLEAR AISLE 198" (16'-6") REF ROSS A 'ORT (TI S) TYPI4 AISLE -7 58" CLEAR AISLE REVIEWED FOR CODE COMPLIANCE APPROVED MAR 01 2018 AISLE -8 SCALE: 3/32"=1'-0" RECEIVED CITY OF TUKWILA JAN 22 2018 PERMIT CENTER EXPIRES AP' 1 2 2 + 0 DRAWING REVISIONS DESCRIPTION BASE DRAWING 01/02/18 DENOTES CROSS AISLE SUPPORT (TIE) LOCATED AT TOP OF SHELVING DENOTES SHELVING UNIT NUMBER DENOTES ROW LETTER DENOTES GUIDE RAIL ANGLE DAIFUKU DENOTES AISLE ENTRY GUARD SHELVING LEGEND 1e 1N DENOTES TYPICAL SHELVING BAY WYNRIGHT CORPORATION HI -RISE STORAGE SHELVING SHELVING PLAN -WEST END FILENAME 86182 grainger tukwila wa•approval drawings 010218,dwg D -SIZE SCALE JOB NUMBER AS NOTED - NON PUBLIC INFORMATION - COPYRIGHT 2017 AN UNPUBLISHED WORK BY WYNRIGHT. ALL RIGHTS RESERVED. THIS MATERIAL CONTAINS CONFIDENTIAL INFORMATION THAT IS THE PROPERTY OF WYNRIGHT. ANY UNAUTHORIZED USE, DUPLICATION OR DISCLOSURE IS PROHIBITED BY LAW. THIS DRAWING AND/OR DOCUMENTS AND THE INFORMATION CONTAINED THEREIN ARE THE SOLE AND EXCLUSIVE PROPERTY OF WYNRIGHT. IN CONSIDERATION OF THE DISCLOSURE BEING MADE OF THIS NON-PUBLIC INFORMATION BY WYNRIGHT, THE RECIPIENT AGREES THAT NEITHER THIS DRAWING AND/OR DOCUMENTS NOR ANY INFORMATION CONTAINED THEREIN WILL BE COPIED; DISSEMINATED, OR MADE AVAILABLE TO ANY OTHER PERSON OR ENTITY WITHOUT PRIOR WRITTEN CONSENT OF WYNRIGHT. GRAINGER TUKWILA, WA. REVISION 86182 SHEET 00 SLO4 EMERG EX 162 FT 158 FT I M fi MON Oil 1010 011101111010111.1 III 0010l1 1 OOP 11100111 00 001 INN 1000 0'hi' Obi 1 001 0601 0 ION MON IN 0001101l 0 IN OMNI MO1 00 NON a I 01101. 157 FT 1t 1.91 Ttfl T��f l9T T'Wf19 T -r 9T j Tt119T Ti7119T T�19T T��1� i 17Il9T Ttf19T art Ttf1 T fl9T z` Ttf19 1 Ttil9T Ttf19T nrelrwl9Trt` .•��� 9T a '' Ti119T Tt'fl' I fI9T ` Ttfl9T I T 1191 IIT : TT OSS8T EMERGENCY EXIT 1 S LO5 EMERGENCY EGRESS PLAN SCALE: 1/64".1'-0" o® REV DRAWING REVISIONS DESCRIPTION Ammlimegenoome DATE BY 00 BASE DRAWING 12/01/17 RRR ## ## ## ## ## ## ## ## ## ## ## ## ## ## ## ## ## LEGEND: DENOTES TRAVEL DISTANCE TO EMERGENCY EXIT y 162 FT — DENOTES EGRESS ORIGIN POINT DENOTES TRAVEL PATH — DENOTES EMER( NCY LIGHTS LOCATION - DENOTES EMERGENCY EXIT SIGN LOCATION 2015 IBC SECTION 1008 MEANS OF EGRESS ILLUMINATION REQUIRED 9 p II f I I h II b The means of egress servin a room or s ace shall be illuminated at all times that the room or space is occupied; I um na ion eve s a e not less than 1 footcandle at the walking ing surf ace. The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. In the event of power supply failure in rooms and spaces that require two or more means of egress, an emergency electrical system shall automatically illuminate all of the following areas: 1. Aisles, 2. Corridors, 3. Exit access stairways and ramps. In the event of power supply failure in buildings that require two or more means of egress, an emergency electrical system shall automatically illuminate all of the following areas: 1. Interior exit access stairways and ramps. 2. Interior and exterior exit stairways & ramps, 3. Exit passageways, 4. Vestibules at level of discharge, 5. Exterior landings and areas used for exit discharge. EMERGENCY ILLUMINATION FOR BUILDINGS AND DURATION OF ILLUMINATION (1008.3.2--1008.3.5) In the event of power supply failure in Rooms and spaces, �n emergency electrical system shall automatically illuminate SII of the following areas: 1. Electrical equipment rooms, 2. Fire command centers, 3. Fire pump rooms, 4. Generator rooms, 5. Public restrooms with an area greater than 300 square feet. The emergency power system shall provide power for a iuration of not less than 90 minutes and shall consist of storage batteries, unit equipment or an on-site generator. Illumination level under emergency power, the lighting 'acilities shall be arranged to provide initial illumination that is of less than an average of 1 footcandle and a minimum at ny point of 0.1 footcandle measured along the path of egress t floor level. Illumination levels shall be permitted to decline to 0.6 iaotcandle average and a minimum at any point of 0.06 kkotcandle at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. SPRINKLER NOTE: 1. THE SOUTHERN SYSTEM IN THE MAIN BUILDING IS ARRANGED AS A CENTER—END TREE, USING LARGE—ORIFICE, 286'F RATED HEADS. SPACING BETWEEN HEADS ON A BRANCH UNE IS 9 FT. 3 IN. SPACING BETWEEN BRANCH UNES IS 10 FT. THERE ARE TEN HEADS PER BRANCH UNE, FIVE ON EACH SIDE. THE FEED MAIN IS 4 IN. CONNECTING TO A 6 IN. RISER. THE SPRINKLER SYSTEM WAS ANALYZED AND CAN PROVIDE A 0.36 GPM/SQ. FT. DENSITY OVER THE MOST REMOTE 2,500 SQ. FT. AREA, PLUS 500 GPM FOR HOSE STREAMS. 2. THE NORTHERN SYSTEM IN THE MAIN BUILDING IS ARRANGED AS A LOOP, USING LARGE—ORIFICE, 286'F RATED HEADS. SPACING BETWEEN HEADS ON A BRANCH UNE IS 9 FT. SPACING BETWEEN BRANCH LINES IS 10 FT. THERE ARE NINE HEADS PER BRANCH UNE, FIVE AND FOUR ON EACH SIDE. THE FEED MAIN IS 4 IN. CONNECTING TO A 6 IN. RISER. THE SPRINKLER SYSTEM WAS ANALYZED AND CAN PROVIDE A 0.48 GPM/SQ. FT. DENSITY OVER THE MOST REMOTE 2,500 SQ. FT. AREA, PLUS 500 GPM FOR HOSE STREAMS. Doiq REVIEWED FOR ! CODE COMPLIANCE APPROVED MAR 01 2010 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 22 2018 PERMIT CENTER DAIFUKU WYNRIGHT CORPORATION FILENAME _ EXPIRES APR 1 2 2010 HI -RISE STO RAGE SHELVING. 86182 Finger tukwila wa-approval drawings 010218,dwg EMERGENCY EGRESS PLAN D -SIZE SCALE AS NOTED JOB NUMBER 86182 NON PUBLIC INFORMATION - COPYRIGHT 2017 AN UNPUBLISHED WORK BY WYNRIGHT. ALL RIGHTS RESERVED. THIS MATERIAL CONTAINS CONFIDENTIAL INFORMATION THAT IS THE PROPERTY OF WYNRIGHT. ANY UNAUTHORIZED USE, DUPLICATION OR DISCLOSURE IS PROHIBITED BY LAW. THIS DRAWING AND/OR DOCUMENTS AND THE INFORMATION CONTAINED THEREIN ARE THE SOLE AND EXCLUSIVE PROPERTY OF WYNRIGHT. IN CONSIDERATION OF THE DISCLOSURE BEING MADE OF THIS NON-PUBLIC INFORMATION BY WYNRIGHT, THE RECIPIENT AGREES THAT NEITHER THIS DRAWING AND/OR DOCUMENTS NOR ANY INFORMATION CONTAINED THEREIN WILL BE COPIED, DISSEMINATED, OR MADE AVAILABLE TO ANY OTHER PERSON OR ENTITY WITHOUT PRIOR WRITTEN CONSENT OF WYNRIGHT. GRAINGER TUKWILA, WA. REVISION SHEET 00 SLO5 DRAWING REVISIONS DESCRIPTION DATE BY BASE DRAWING 12/01/17 RRR 11# ## ## ## ## ## ## 14/ ## ## ## 2r-1 1/4" EASEMENT FOR. RAILROAD RACKS 13' EASEMENT FOR UTILJI 41-5 1/4" Es ,ND SPUR TRACKS 50* -0" 48'-7 1/2" 446.0' 51'-11 1/4" 41-2 3/4" if4t*i t• -Q1 paIMMIllf.00,Z01,ti,11if 10 11 12 13 14 15 10 17 18 _< Cr) 16U20 16U20 16U20 20 16U20 16U20 16U20 16U20 16U20 161120 16U20 16U20 0.) 16U20 16U20 16U20 MANMANEST.SYSTEM %roe 1-1.1.uve ProjodsV53SEAINCADNotans 753AFICHAIwg P AV E tp Q Tr- -1 t T 1 SITE PLAN SLO6 NO SCALE 1 . to.) 6 TI DAIFUKU WYNRIGHT CORPORATION REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 1 20111 RECEIVED CITY OF TUKWILA JAN 22 2010 PERMIT CENTER HI -RISE STORAGE SHELVING SITE PLAN FILENAME EXPIRES 86182 grainger tukwila wa-approval drawings 010218.dwg P -SIZE SCALE JOB NUMBER AS NOTED 86182 - NON PUBLIC INFORMATION - COPYRIGHT 2017 AN UNPUBLISHED WORK BY WYNRIGHT. ALL RIGHTS RESERVED. THIS MATERIAL CONTAINS CONFIDENTIAL INFORMATION THAT IS THE PROPERTY OF WYNRIGHT. ANY UNAUTHORIZED USE, DUPLICATION OR DISCLOSURE IS PROHIBITED BY LAW. THIS DRAWING AND/OR DOCUMENTS AND THE INFORMATION CONTAINED THEREIN ARE THE SOLE AND EXCLUSIVE PROPERTY OF WYNRIGHT. IN CONSIDERATION OF THE DISCLOSURE BEING MADE OF THIS NON-PUBLIC INFORMATION BY WYNRIGHT. THE RECIPIENT AGREES THAT NEITHER THIS DRAWING AND/OR DOCUMENTS NOR ANY INFORMATION CONTAINED THEREIN WILL BE COPIED, DISSEMINATED, OR MADE AVAILABLE TO ANY OTHER PERSON OR ENTITY WITHOUT PRIOR WRITTEN CONSENT OF WYNRIGHT. GRAINGER TUKWILA, WA. REVISION SHEET 00 SLO6 58" CLEAR AISLE • 35 13/16" a rn CROSS AISLE SUPPORT 11E A N STABIUZER BEAM 7 3/4" CLEAR INSTALL STABIUZER BEAMS ON FRONT & REAR POSTS • • • • • • • • • A N • St N • • • N f- (10) BOLTS AND NUTS PER 50-5/8" BACK PANEL • • • • 00 M N • • • • • • r CV 7 1/2" 7 1/2" CNI INSTALL STABILIZER BEAMS ON FRONT & REAR POSTS CLEAR CD ICU TAVVYRS, 130 • 0 • • • 0 • • • • • • • • • • • • • • • • • CV N a 03 (14) BOLTS AND NUTS PER 74-5/8" BACK PANEL CL CO Cr • • • • LAJ 03 LO CI - 03 • • • • AlAimoimprfir 00 fitattrVattai (4) @ 6" =24" (10) BOLTS AND NUTS PER 50-5/8" BACK PANEL co 0 (4) @ 4 1/2" =18" itatiM 00 1.1.J csi 0 00 ir cr • • 0 0 03 WI' • 13 1/2" (14) BOLTS AND NUTS PE 74-5/8" BACK PANEL REVIEWED FOR CODE COMPLIANCE APPROVED MAR 0 1 2018 FINISHED FLOOR City of Tukwila BUILDING DI I ION • itzeFt- FINISHED FLOOR VERTICAL CENTERS FOR CONNECTOR RIVETS 12" MAX CENTERS _1VERTICAL CENTERS FOR BACK PANEL BOLTS 12" MAX CENTERS FRONT ELEVATION SIDE ELEVATION (SECTION THRU TYPICAL AISLE) X" DENOTES RIVET LOCATION TO CONNECT BACK PANEL CONNECTOR TO H -POST RECEIVED CITY OF TUKWILA 0 DENOTES BOLT LOCATION TO ATTACH BACK PANEL TO CONNECTOR PLATE JAN 22 2018 EXPIRES 018 PERMIT CENTER HI -RISE SHELVING ELEVATIONS 2 TYPICAL BACK PANEL/CONNECTOR DETAILS DRAWING REVISIONS REV DESCRIPTION BASE DRAWING 01/02/18 DAIFLIKU VVYNRIGHT CORPORATION - NON PUBLIC INFORMATION - COPYRIGHT 2017 AN UNPUBLISHED WORK BY WYNRIGHT. ALL RIGHTS RESERVED. THIS MATERIAL CONTAINS CONFIDENTIAL INFORMATION THAT IS THE PROPERTY OF VVYNRIGHT. ANY UNAUTHORIZED USE. DUPLICATION OR DISCLOSURE IS PROHIBITED BY LAW. THIS DRAWING AND/OR DOCUMENTS AND THE INFORMATION CONTAINED THEREIN ARE THE SOLE AND EXCLUSIVE PROPERTY OF WYNRIGHT. IN CONSIDERATION OF THE DISCLOSURE BEING MADE OF THIS NON-PUBLIC INFORMATION BY WYNRIGHT, THE RECIPIENT AGREES THAT NEITHER THIS DRAWING AND/OR DOCUMENTS NOR ANY INFORMATION CONTAINED THEREIN WILL BE COPIED, DISSEMINATED, OR MADE AVAILABLE TO ANY OTHER PERSON OR ENTITY WITHOUT PRIOR WRITTEN CONSENT OF WYNRIGHT. HI -RISE STORAGE SHELVING TYPICAL SHELVING ELEVATIONS FILENAME D -SIZE SCALE JOB NUMBER AS NOTED GRAINGER TUKWILA WA. REVISION SHEET 00 2.64 H -POST DETAILS NO SCALE GAUGE 14 122 3/4' EXTERIOR BASE 2 PLATE- 3�/18'X33/4'HIL11 OLT TZ 1/2' N. EMBEDMENT ICC ESR -1917 (1) REQ'D PER FOOT PLATE PLUG WELD 5/8' (w) 4' 18 5/16' SECTION NOTE SEE SHEET #SD01, DETAIL #1 FOR PANEL INSTALLATION LOCATIONS. PART UCS 'A' CUL(IR ITEM # 5095-18123NK 24 122 3/4 M. BLUE 5015R 5095-18123-18N1< 18 122 3/4 M, BLUE 35 5/8 14GA H -POST SPOT WELDS ON 6" CTRS (TYP) 1-1/2" H -POST SIDE PANEL ASSEMBLY DETAILS NO SCALE 24GA PANEL INTERMEDIATE FRAMES 18GA PANEL ALL END OF ROW FRAMES (2) 1/4' X 1-3/4' ICI HED BOLT% (2) 1' I2) WARMS AND 1/4' (2) KEP NUTS 1)1/4' X 1-3/4' In HEAD BOLT 1M/ KEP t4UT 1' X 1' =ARE WORMS STEP 1 STEP 2 UPPER SPLICE PLATE UPPER SPLICE PLATE (2) 1/4' X 1-3/4' HEX HEAD BOLTS, (2) 1' X 1/SQUARE 4 WAS1tFRS NV STEP 1 LOWER SPLICE PLATE INTERIOR BASE PLATE— (/81 X 33 2 /4' MLR K{MKBOLT TZ 0R EQUAL) 11/2" MIN. EMBEDMENT ICC ESR -1917 IREVD PER FOOT PLATE N DIAGONAL CORNERS (AS SHOWN 1/4" X 1-3/4' HEX HEAD BOLT, (2) 1' X 1" SQUARE WASHER AND 1/4"KEP NUT 1/4" X 1-3/4' HEX HEAD BOLT, (2) 1" X 1" SQUARE WASHERS AND 1/4* KEP NUT Spe'( 1rs�.ec /sN PART TYPE ITEM # 5015 CENTER 74 5/8 5015L LEFT 5115-48-3/1 5015R RIGHT , 5016 (SHIM) CENTER 35 5/8 5016E (SHIN) END INTERIOR UPRIGHT FOOT PLATE DETAIL ALL FOOT PLATES & SHIMS ARE PLATED CENTER FOOT PLATE (FOR ALL RETERNEDIATE POSTS) RICHTHAN) FOOT PLATE (FOR ROWED POSTS) 1/16' SIN PLATE (FOR TE ) BASE DRAWING ## ## 8# ## ## DRAWING REVISIONS DESCRIPTION DATE 01/02/18 ## ## ## ## BY RRR 88 ## ## LEFIHAND FOOT PLATE (FOR ROW END POST) H-POST-FOOPLATE & ANCHOR DETAILS NO SCALE 1/16' SHIM PLATE (FOR ROW END POSTS) SHIM AS REQ'D LH/RH END OF ROW FOOT PLATE DETAIL 1 1/2' 11: PART 'A' CDLm ITEM It 5115-75-3/1 74 5/8 PLATDUI 24 5115-48-3/1 47 5/0 , PLATIIAAI 5110 -3604 -3 -NCH , 35 5/8 50 5/8 PLATINUM MOTE: SEE SHEET , DETAIL 02 FOR CONNECTOR ONTALLATION LOCATIONS. 1, • • • • • • • • • • • 2 • • • • • • • PART 'A' COLOR IUEN 8 :114-75-3/1 74 5/8 PLA10111 24 :114-48-3/1 47 5B PLA1TN N 5110 -3604 -3 -NCH , 35 5/8 50 5/8 PLATINUM 2" 1 3/16" F NOTE: SEE MET ALLAT # DETAIL 02 FOR COP ECTOR 1,,, INST BACK PANEL CONNECTOR DETAILS SDO2 NO SCALE STEP 2 .OWER SPLICE PLATE H -POST SPLICE DETAILS NO SCALE 0,, F. 11/32' "A' E' 3' • N PART GAUGE 'A' 'B' COLOR ITEM # 5110 -3606 -3 -NCH 24 35 5/8.74 5/8 PLATINUM 5110 -3604 -3 -NCH 24 35 5/8 50 5/8 PLATINUM BACK PANEL DETAILS NO SCALE 1/4" X 1/2" TRUSS HEAD BOLT AND 1/4" KEP NUT SEE BACK PANEL DETAIL FOR QTY AND LOCATION We" POP RIVET SEE SHEET SD01, DETAIL #1 FOR QTY AND LOCATION 7 TYPICAL BACK PANEL/CONNECTOR CONNECTIONS SDO2 NO SCALE REVIEWED FOR CODE COMPLIANCE APPROVED MAR 01 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 22 2010 PERMIT CENTER EXPIRES APR 1 2 2013 DAIFUKU WYNRIGHT CORPORATION HI—RISE STORAGE SHELVING SHELVING DETAILS FILENAME 86182 grainger tukwila wa-approval drawings 010218.dwg D -SIZE SCALE JOB NUMBER AS NOTED 86182 - NON PUBLIC INFORMATION = COPYRIGHT 2017 AN UNPUBLISHED WORK BY WYNRIGHT. ALL RIGHTS RESERVED. THIS MATERIAL CONTAINS CONFIDENTIAL INFORMATION THAT IS THE PROPERTY OF WYNRIGHT. ANY UNAUTHORIZED USE, DUPLICATION OR DISCLOSURE IS PROHIBITED BY LAW. THIS DRAWING AND/OR DOCUMENTS AND THE INFORMATION CONTAINED THEREIN ARE THE SOLE AND EXCLUSIVE PROPERTY OF WYNRIGHT. IN CONSIDERATION OF THE DISCLOSURE BEING MADE OF THIS NON-PUBLIC INFORMATION BY WYNRIGHT, THE RECIPIENT AGREES THAT NEITHER THIS DRAWING AND/OR DOCUMENTS NOR ANY INFORMATION CONTAINED THEREIN WILL BE COPIED, DISSEMINATED, OR MADE AVAILABLE TO ANY OTHER PERSON OR ENTITY WITHOUT PRIOR WRITTEN CONSENT OF WYNRIGHT. GRAINGER TUKWILA, WA. REVISION SHEET 00 SDO2 4 SHELF CORNER IS SEATED INTO SHELF CUP. MAKE SURE SHELF FLANGE IS BOTTOMED OUT IN CUP. USE RUBBER MALLET, IF NEEDED. H -POST PUNCHED FOR 1-1/2" VERTICAL SHELF ADJUSTMENT SHELF NOT SHOWN FOR CLARITY 4a 0 0 0 0 0 0 0 0 0 H -POST 0 0 PART SHELF TYPE COLOR ITEM # 5138-3618NR/1 HEAVY DUTY PLATINUM MATERIAL 20GA. (.036) CRS MAXIMUM LOAD: 130 LBS UNIFORMILY DISTRIBUTED 0 0 0 0 13 GA. SHELF CUP INSERTS INTO H -POST (4 CUPS PER SHELF) 0 0 240-3/4" ABOVE FOOTPLATE— SHELF DETAILS NO SCALE SHELF CLIP DETAILS SDO3 1 NO SCALE FRONT VIEW 14 GA. FORMED HEAVY DUTY STABILIZER BEAM 1/2" 3/16" CLEAR 1 102" PART 5233-3604.5/1 COLOR PLATINUM ITEM # ATTACH BASE SOW 10 51WF W/ (2) 1/4' X 1-1/4' MUSS WAD BOLTS MS (2) 1/4' KIP BUTS ow.) (2) 5/16" X 3/4" HEX HEAD BOLTS & (2) 5/16" NUTS 4" PLAN VIEW (2) 5/16" X 2" HEX HEAD BOLTS, (2) 1" X 2-1/2" SQUARE WASHERS AND (2) 5/16" NUTS CROSS AISLE SUPPORT CROSS AISLE SUPPORT BRACKET CROSS AISLE SUPPORT DETAILS NO SCALE *ALL CROSS AISLE SUPPORTS ARE PAINTED SNOW WHITE. CROSS AISLE SUPPORT IS MADE TO CREATE A 58" CLEAR AISLE WIDTH. UPPER STABILIZER BEAM 128-1/4" ABOVE FOOTPLATE— SHELF NOT SHOO! FOR CLARITY T SECURE STABILIZER BEAM THRU POST W/(2) 5/16-18 X 2" LG HEX HEAD BOLTS, WITH 1" X 2-1/2" SQ. WASHER PLATES & WHIZ NUTS. INSTALL STABIUZER BEAMS ON BOTH FRONT & REAR OF UPRIGHT PANEL NOTE: ADJACENT STABILIZER BEAMS USE COMMON BOLTS. STABIUZER BEAM COLOR= PLATINUM FRONT !E POST SPUCE H -POST 14 GA. FORMED HEAVY DUTY STABIUZER BEAM SIDE SFCTION D FOR CODE COMPLIANCE APPROVED MAR 01 2018 SEE POST SPUCE DETAIL 1/2" 1 313/16" C AR City ©f Tukwila BUILDING DIVISION SECURE STABIUZER BEAM THRU POST & SPUCE W/(2) 5/16-18 X 2" LG HEX HEAD BOLTS, 1 1/2" MN 1" X 2-1/2" SQ. WASHER PLATES & WHIZ NUTS. LOWER STABILIZER BEAM im19 4 STABILIZER BEAM DETAILS SDO3 NO SCALE INSTALL STABILIZER BEAMS ON BOTH FRONT OF UPRIGHT PANEL NOTE: ADJACENT STABIUZER BEAMS US COMMON BOLTS. STABIUZER BEAM COLOR= PLATINUM RECEIVED CITY OF TUKWILA APR 1 2 2010 JAN 22 2018 PERMIT CENTER REV DRAWING REVISIONS DESCRIPTION DATE 00 BASE DRAWING 01/02/18 ## ## ## ## ## ## tut ## ## BY RRR ## ## ## ## ## ## ## ## ## ## ## ## #8 ## ## DAIFUKU WYNRIGHT CORPORATION HI—RISE STORAGE SHELVING SHELVING DETAILS • FILENAME 86182 grainger tukwila wa-approval drawings 010218.dwg D -SIZE SCALE JOB NUMBER AS NOTED 86182 - NON PUBLIC INFORMATION - COPYRIGHT 2017 AN UNPUBLISHED WORK BY WYNRIGHT. ALL RIGHTS RESERVED. THIS MATERIAL CONTAINS CONFIDENTIAL INFORMATION THAT IS THE PROPERTY OF WYNRIGHT. ANY UNAUTHORIZED USE, DUPLICATION OR DISCLOSURE IS PROHIBITED BY LAW. THIS DRAWING AND/OR DOCUMENTS AND THE INFORMATION CONTAINED THEREIN ARE THE SOLE AND EXCLUSIVE PROPERTY OF WYNRIGHT, IN CONSIDERATION OF THE DISCLOSURE BEING MADE OF THIS NON-PUBLIC INFORMATION BY WYNRIGHT, THE RECIPIENT AGREES THAT NEITHER THIS DRAWING AND/OR DOCUMENTS NOR ANY INFORMATION CONTAINED THEREIN WILL BE COPIED, DISSEMINATED, OR MADE AVAILABLE TO ANY OTHER PERSON OR ENTITY WITHOUT PRIOR WRITTEN CONSENT OF WYNRIGHT. GRAINGER TUKWILA, WA. REVISION SHEET 00 SDO3 4"X3"X3/8" GUIDERAIL ANGLE REV 00 ## ## ## ## ## ## FRONT SHELVING POST REMAINING 10' ANGLES - 24" ANCHOR CENTERS f -- 24" TYP O 0 0 0 0 0 0 0 0 0 0 0 0 00 00 1/2" DIA X 4-1/2" HILTI KWIKBOLT III WEDGE ANCHOR (OR EQUAL) FIRST 10' ANGLE IN EACH ROW -12" ANCHOR CENTERS 36" 24 12" TYP 12" 13 7/8" •x 0 0 0 0 0 0 0 0 0 0 0 00 0 00 401111.01.10 O 0 0 0 0 9 0 0 0 O 0 0 0 00 OD O 9 0 0 0 0 0 0 9 0 0 0 00 0 00 O 0 0 0 0 0 0 00 0 0 0 9 00 09 DRAWING REVISIONS DESCRIPTION BASE DRAWING ## ## ## ## O 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yf' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 00 � 0 0 0 0 0 0 0 00 00 DO 0 0 0 0 0 21 1/4" 6" 14 5/16" O 9 0 0 0 0 0 0 0 0 9 0 9 0 0 0 9 00 •Olo 0 0 0 0 0 0 0 0 9 0 0 0 37" ,. 15 11/16" SHELVING f"— TO CLEAR DEPTH BLDG COL 2"GAP J ALL ROW ENDS RECEIVE 1 -PIECE ENTRY ANGLES (TYP) O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0:, 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 5 1/4" 50 1/2" CLEAR BETWEEN ANGLES (VERIFY WITH LIFT TRUCK VENDOR) INTERIOR AISLES RECEIVE (1) 120" ANGLE ONLY- 12" ANCHOR CENTERS 58" 40" CLEAR ORDER AISLE PICKER WIDTH WIDTH CONFIRM ORDER PICKER DIMENSIONS WITH GRAINGER B 6019 O 0 0 O 0 0 0 0 0 0 0 0 9 0 0 0 0 09 0 0 0 00 0 0 0 O 0 0 0 0 0 00 0 O 0 0 0 0 0 9 0 9 0 0 0 0 0 0 0 0 90 DO 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 11 � 1 GUIDE ANGLE DETAILS SDO4 NO SCALE REVIEWED FOR LODE COMPLIANCE APPROVED MAR 01 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 22 2018 PERMIT CENTER DATE 12/01/17 ## ## ## BY RRR ## ## ## 1# tat HI -RISE STORAGE SHELVING SHELVING PROTECTION DETAILS WYNRIGHT CORPORATION - NON PUBLIC INFORMATION - COPYRIGHT 2017 AN UNPUBLISHED WORK BY WYNRIGHT. ALL RIGHTS RESERVED. THIS MATERIAL CONTAINS CONFIDENTIAL INFORMATION THAT IS THE PROPERTY OF WYNRIGHT. ANY UNAUTHORIZED USE, DUPLICATION OR DISCLOSURE IS PROHIBITED BY LAW. THIS DRAWING AND/OR DOCUMENTS AND THE INFORMATION CONTAINED THEREIN ARE THE SOLE AND EXCLUSIVE PROPERTY OF WYNRIGHT. IN CONSIDERATION OF THE DISCLOSURE BEING MADE OF THIS NON-PUBLIC INFORMATION BY WYNRIGHT, THE RECIPIENT AGREES THAT NEITHER THIS DRAWING AND/OR DOCUMENTS NOR ANY INFORMATION CONTAINED THEREIN WILL BE COPIED, DISSEMINATED, OR MADE AVAILABLE TO ANY OTHER PERSON OR ENTITY WITHOUT PRIOR WRITTEN CONSENT OF WYNRIGHT. GRAINGER TUKWILA, WA. FILENAME • EXPIRES APR 1 2 2010 86182 grainger tukwila wa-approval drawings 0102181dwg D -SIZE SCALE JOB NUMBER AS NOTED REVISION SHEET 86182 00 SDO4 FIELD DRILL (2) %" HOLES. SECURE DOWN AISLE ANGLE TO CROSS 11E WITH (2) 5/16" X 3/4" cH(2) HEAD BOLTS 5/16" NUTS ati sF;14,. 22-7/16" DOWN AISLE SUPPORT (2) 5/16" X 3/4" HEX HEAD BOLTS & (2) 5/16" NUTS DOWN AISLE ANGLE (SHIPPED LOOSE) CROSS AISLE 11E 58" (2) 5/16" X 2" HEX HEAD BOLTS, AND (2) 5/16" NUTS DOWN AISLE PPORT BRACKET (INSIDE SUPPORT) *ALL CROSS /DO iN AISLE SUPPORTS ARE PAINTED" SNOW WHITE SUPPORT STRUCTURE DETAIL @ BUILDING COLUMN PLAN VIEW REV 00 ## ## ## ## ## ## BASE DRAWING ## ## ## ## DRAWING REVISIONS DESCRIPTION DATE 12/01/17 ## ## ## ## 37 5/16" 25 5/16" 22-7/16" DOWN AISLE SUPPORT TIE 25 5/16" 37 5/16" 23 13/16" 23 13/16" 411111141111 s: 17 16 15 14 13 12 &7. ••• '� • • • ;• • va '.. • A SECTION S -S « 4 • .� a • •. .. SECTION T -T 1 SHELVING ELEVATIONS @ BUILDING COLUMNS SDO5 SCALE: 3/4"=1'-0" DAIFUKU WYNRIGHT CORPORATION REVIEWED FOR CODE COMPLIANCE APPROVED MAR 01 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 22 2018 PERMIT CENTER HI -RISE STORAGE SHELVING SHELVING ELEVATIONS/DETAILS AT BUILDING COLUMNS EXPIRES APR 1 2 201a 86182 grainger tukwila wa-approval drawings 010218.dwg D -SIZE SCALE JOB NUMBER AS NOTED 86182 - NON PUBLIC INFORMATION - COPYRIGHT 2017 AN UNPUBLISHED WORK BY WYNRIGHT. ALL RIGHTS RESERVED. THIS MATERIAL CONTAINS CONFIDENTIAL INFORMATION THAT IS THE PROPERTY OF WYNRIGHT. ANY UNAUTHORIZED USE, DUPLICATION OR DISCLOSURE IS PROHIBITED BY LAW. THIS DRAWING AND/OR DOCUMENTS AND THE INFORMATION CONTAINED THEREIN ARE THE SOLE AND EXCLUSIVE PROPERTY OF WYNRIGHT. IN CONSIDERATION OF THE DISCLOSURE BEING MADE OF THIS NON-PUBLIC INFORMATION BY WYNRIGHT, THE RECIPIENT AGREES THAT NEITHER THIS DRAWING AND/OR DOCUMENTS NOR ANY INFORMATION CONTAINED THEREIN WILL BE COPIED, DISSEMINATED, OR MADE AVAILABLE TO ANY OTHER PERSON OR ENTITY WITHOUT PRIOR WRITTEN CONSENT OF WYNRIGHT. GRAINGER TUKWILA, WA. REVISION SHEET 00 SDO5