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Home My WebLink AboutPermit D19-0365 - BOEING #9-101 - NEW STITCH MACHINE, SAFETY FENCE AND STORAGE RACKBOEING #9-iO1 STITCH MACHINE 9725 E MARGINAL WAY S D19-0365 Parcel No: Address: �� City of Tukwila Department of Community Development 6]O05muthcenterBoulevard, Swite#1OO Tukwila, Washington g81DW Phone:2V6'431'367U Inspection Request Line: 206'438'9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 0003400018 Permit Number: D19-0365 9725EMARGINAL WAY S8LDG9'lOI Issue Date: 11/26/2019 Permit Expires On: 5/24/2020 Project Name: BOEING #9-101 - STITCH MACHINE Owner: Address; Contact Person: Name: Contractor: Name' License No: Lender: BOEING COMPANY THE POBOX ]7U7M/CZO-59PROPERTY MARTIN PROBST POBOX 3707 M/[ 46-208,3EA7TL[, VVA,98124 UOE|NGCOMPANY, THE 1O0NRIVERSIDE, M/[5OO]-4027, [H|[AGO'IL, 6O6Ob'1S96 8OE|NC~294yWL BOE|NGCOMPANY THE POBOX 37U7K4/[ZO-0UPROPERTY Phone: (206)8E2-4985 Phone: (312)544-2535 Expiration Date: I/22/2021 DESCRIPTION OF WORK: INSTALL STITCH MACHINE, SAFETY FENCE AND PALLET RACK. PALLET RACK STORAGE IS DRY CARBON FIBER, NO SPRINKLER REQUIRED. RACK HEIGHT |3lZ'TALLWITH MAX STORAGE HEIGHT OF10' Project Valuation: $150,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type ofConstruction: 1113 Electrical Service Provided by: TUKWILA Fees Collected: $3,484.55 Occupancy per IBC: FZ Water District: TUKVV|LA Current Codes adopted bythe City nfTukw|&a: 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: VVACities Electrical Code: Vv4C296-46B: Code: 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 Permit Center Authorized Signature: Date: 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 this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: /f//,(-d- ), //fi,4I Date: ///1%/20/5' 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: 1: ***BUILDING PERMIT CONDITIONS*** 2: 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. 3: 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. 4: 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. 5: 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. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. �� 0 7: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8'feetinheight 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 inthe State ofWashington. Periodic special inspection isrequired during anchorage ofstorage racks 8feet orgreater inheight. 8: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 9: VALIDITY OFPERMIT: The issuance orgranting ofapermit shall not beconstrued tobeapermit for, orvn 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 togive authority toviolate orcancel the provisions of the code or other ordinances ofthe City ofTukwila shall not bevalid. The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction nferrors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (2U6)43D'93SV 1700 BU|LD|NGF|NAL~* 0409 FRAMING 4046 S|-EPDXY/EXP[ONC CITY OF TUKiLA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted` Date Application Expires: (For r* qt- 03 Ice use on! 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 _.�� /144 4;:e. Seta y Site Address: 9725 East Marginal Way South Tenant Name: The Boeing Company PROPERTY OWNER Name: The Boeing Company Address: PO Box 3707; M/C 46-208 City: Seattle State: WA Zip: 98124 CONTACT PERSON — person receiving all project communication Name: Martin Probst Address: PO Box 3707; M/C 46-208 City: Seattle State: WA Zip: 98124 Phone: (206) 852-4985 Fax: Email: martin.r.probst@boeing.com GENERAL CONTRACTOR INFORMATION Company Name: The Boeing Company Address: PO Box 3707; M/C 46-208 City: Seattle State: WA Zip: 98124 Phone: (206) 852-4985 Fax: Contr Reg No.: BOEINC*294ML Exp Date: 01/22/2021 Tukwila Business License No.: 178005030 King Co Assessor's Tax No.: 0003400018 Suite Number: 9-101 Floor: 1 New Tenant: ❑ Yes m..No ARCHITECT OF RECORD Company Name: The Boeing Company Architect Name: Geoffrey Miller Address: PO Box 3707; M/C 46-208 City: Seattle State: WA Zip: 98124 Phone: (253) 657-0864 Fax: Email: Geoffrey.M.Miller@boeing.com ENGINEER OF RECORD Company Name: The Boeing Company Engineer Name: Sung Cho Address: PO Box 3707; M/C 46-208 City: Seattle State: WA Zip: 98124 Phone: (206) 612-6953 Fax: Email: Sung.U.Cho@boeing.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: The Boeing Company Address: PO Box 3707; M/C 46-208 City: Seattle State: WA Zip: 98124 tt\Apptications\Forms-Applications On Line\201 l Applications\Permit Application Revised 8-9-1 I.docx Revised. August 2011 bh Page 1 of 4 BUILDING PERMIT INFORNIACN -- 206-431-3670 Valuation of Project (contractor's bid price): $ 150,000 Existing Building Valuation: $ 80,307,300 Describe the scope of Work (please provide detailed information): Install stitch machine, safety fence, and pallet rack. Pallet rack storage is dry carbon fiber, no sprinkler required; rack height is 12' tall with max storage height of 10'. Will there be new rack storage" 0 Yes O.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC Isi Floor 713,829 55 IIB B & F 2"d 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 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: Will there be a change in use? Yes Compact: Handicap: EZ1 No If "yes", explain: FIRE PROTECTION/HAZAUS MATERIALS: Sprinklers Automatic Fire Alarm D None .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? El.__ Yes No If "yes', attach list of materials and storage locations on a separate 8-1/2" x I I " 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. FI:1ApplicalionsWorms-Applications Ori LineQ01 i ApplicationsWermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFO. IATION — 206-43 -0 79 Scope of Work (please provide detailed information): Install stitch machine, safety fence, and pallet rack. Pallet rack storage is dry carbon fiber, no sprinkler required; rack height is 12' tall with max storage height of 10'. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District Z ...Tukwila E1Watcr District #125 Ej ...Water Availability Provided Sewer District [Zi ...Tukwila Er..Sewer Use Certificate Highline 0...Valley View 0.. Renton Ei -.Sewer Availability Provided El Renton .. Seattle 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. Submitted with Application (mark boxes which apply): ...Civil Plans (Maximum Paper Size - 22" x 34") ...Technical Information Report (Storm Drainage) 0 Geotechnical Report 0 ...Bond 0.. Insurance Easement(s) 0.. Maintenance Agreement(s) 0 ...Traffic Impact Analysis E]...Hold Harmless - (SAO) D —Hold Harmless - (ROW) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours 0 .. Right-of-way Use - Profit for less than 72 hours ID...Right-of-way Use - No Disturbance 0.. Right-of-way Use - Potential Disturbance El ...Construction/Excavation/Fill - Right-of-way Non Right-of-way o ...Total Cut cubic yards O.. Work in Flood Zone 0 ...Total Fill cubic yards 0 .. Storm Drainage El ...Sanitary Side Sewer 0.. Abandon Septic Tank LJ .. Grease Interceptor El ...Cap or Remove Utilities El .. Curb Cut 0 .. Channelizatiun El ...Frontage Improvements D .. Pavement Cut 0 .. Trench Excavation 0 ...Traffic Control El .. Looped Fire Line 0 .. Utility Undergrounding ..• .Backflow Prevention - Fire Protection Irrigation Domestic Water D ...Permanent Water Meter Size... WO # o ...Temporary Water Meter Size .. WO # ..• .Water Only Meter Size. WO # o ...Sewer Main Extension Public 0 Private LJ ...Water Main Extension Public EI Private 0 ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line D ...Water 0 ...Sewer Monthly Service Billing to: Number of Public Fire Hydrant(s) El ...Sewage Treatment Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip HAApplicationsWorms-Applications On Linc120 I Applications\Perrnit Application Revised - 8-9-1 I.doex RevisedAugust 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — 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 AUTHOR Z 1 AGENT: Signature: Print Name: Martin Probst - The Boeing Company Mailing Address: PO Box 3707; M/C 46-208 Date: 11/15/2019 Day Telephone: (206) 852-4985 Seattle WA 98124 City State Zip \ Applications \ Forms -Applications On Line\ 2011 Applications\Peerna Application Revised - 8-9-11.docs Revised! August 2011 bh Page 4 of 4 Cash Register Receip City of Tukwila Receipt Number DESCRIPTIONS 1 ACCOUNT PermitTRAK - QUANTITY PAID $3,484.55 D19-0365 Address: 9725 E MARGINAL WAY S BLDG 9-101 Apn: 0003400018 $3,484.55 Credit Card Fee $101.49 Credit Card Fee R000.369.908.00.00 0.00 $101,49 DEVELOPMENT $3,284.29 PERMIT FEE R000.322.100.00.00 0.00 $1,975.33 PLAN CHECK FEE R000.345.830.00.00 0.00 $1,283.96 WASHINGTON STATE SURCHARGE 6640.237.114 0.00 $25.00 TECHNOLOGY FEE $98.77 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R19085 R000.322.900.04.00 0.00 $98.77 $3,484.55 Date Paid: Friday, November 15, 2019 Paid By: MARTIN PROBST Pay Method: CREDIT CARD 025997 Printed: Friday, November 15, 2019 9:21 AM 1 of 1 CV<TrAAC COTUKWILA ETRAKIT 5200 SDUTH[ENTER BLVD TUKWILA, WA 98I88 206'433-1870 CITY OF TUKWILA Date: 11/I5/2019 09:20:30 AM [nsozr [Ano SALE MASTERCARD CARD NUMBER: **********9321 K TKAw AMOUNT: $3'484.55 APPROVAL [o: 025997 RECORD #: 000 CLERK In: Bill Thank you! Customer Copy 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 S Project: 00//%6-- 5 -/ / Type of Inspection: Jij4 /W5- f V Address: /725- X AAG - WA--) Date Called: Special Instructions: T!'TCtif ... 'i+-01 a Date Wanted: % - a.m. p.m. Requester: Atrr 8e � Phone No: 0-7- -9303 proved per applicable codes. Corrections required prior to approval. OM MENTS: II 0 �� ► '.r"' Y Jam' � i f e16b LTS • 0 Inspector: Date: 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 V 19—C34, S— PERM] NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of nspe n: Boit.. I Address: 172-5 47 44 04. Date Called: Special Instructions: 77 Tckt 444om IE Date Wanted: a.m. p.m. Requester: Phone No: I-06 as-z-ei ElApproved per applicable codes. Ea Corrections required prior to approval. COMMENTS: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. z. gi_AirzszAw Structural Calculations For BUILDING 09-101 BOEING DEVELOPMENTAL CENTER TUKWILA, WASHINGTON November 11, 2019 Stitching Robot & Pallet Rack Installation Work Order No: W6579013 Figured by: Sung U. Cho, P.E. RECEIVED CITY OF TUKWILA NOV 1 5 2019 PERMIT CENTER Copyright © 2019 Boeing. All rights reserved. Aldo 3/76- aLc-zAtia TABLE OF CONTENTS SECTION TITLE A Pallet Rack Design Calculation by Boeing B Stitch Robot Anchor Design by Boeing C Screen Fence Anchor Design by KPFF Copyright © 2019 Boeing. All rights reserved. C C ?__Ar477Av4a PALLET RACK DESIGN CALCULATION Copyright © 2019 Boeing. All rights reserved. STRUCTURAL PROPERTIES /SUMMARY P.O. Box 3707 Seattle, Washington 98124-2207 PROJECT 9-101 Pallet Racks @ Grid J/9 FIG. BY S. Cho CHECKED BY JOB NO. 37071 (WO#6578013) Multiple N Rack �� N � Ground ��N ��N�N��N�� N��N� ��00 Floor BUILDING: 9-101 LOCATION: J/9 STRUCTURAL PROPERTIES: Beam LBC50 Fy= 42 ksi Sx= 1.786 in13 /x= 4.644 in^4 t= 0.075 in Weld Type B No. of Pins 4 Weld Size 0.1258 Impact load Vuconsist ofasingle load (Yes orNo): No (See Pallet Rock Design sheets) Column UN30 Fy= 42 hsj Lx= 40.0 in Ly= 51D in %x= 1.00 (Longitudinal) Ny= 1.00 (Transverse) A= 0.859 in^2 |x= 1.378 in«4 cx= 1.249 in ry= 1.150 in Sx= 0.915 in^3 Sy = 0.752 in^3 t= 0.105 in Brace 14Gage x125^Wide x1.5O^High Fy= 42 ksi A= 0.284 in^2 ry= 0.404 in Lv= 51 in Anchor Bolt Type HILT[ KVV|KBOLT TZ Diameter 0.50 in Embedment 3.25 in Tensile Cap. 2.386 kip Shear Cap. 2.839 kip Special Inspection Required = Yea Slab Rebar Reinforced ? No Fy= 60 ksi Bottom As 0.00 in ^ 2/ft d1= 3 in d1isbotop nfslab Top Ao= 0.00 in^2/ft d2= 3 in d2 imUobottom ofslab Above must bmW.O |LEmxws: PALLET RACK mnsCode o-1mohtcx.xIsm Page 1pf21 11/1C201910:38ew STRUCTURAL PROPERTIES / SUMMARY BOIEINIG WPS P.O. Box 3707 Seattle, Washington 98124-2207 PROJECT 9-101 Pallet Racks @ Grid J/9 FIG, BY S. Cho CHECKED BY JOB NO. 37071 (WO#6579013 DATE 10/31/19 REV'D Soil Allowable Bearing Pressure = 2000 psf SUMMARY: POSTED LOAD LIMIT: 1500 LBS PER SHELF STRUCTURAL CAPACITY: 1543 LBS PER SHELF SEE STRUCTURAL COMPONENT CAPACITIES ON THE LAST PAGE, SOIL PRESSURE IS EXCLUDED FROM THE STRUCTURAL CAPACITY. SEE NOTE ON LAST PAGE. METHODOLOGY: THE FOLLOWING CALCULATIONS REVIEW AN EXISTING PALLET RACK FOR GRAVITY AND LATERAL LOADS. THE MAXIMUM CAPACITY OF THE RACK, GIVEN THE EXISTING CONFIGURATION AND LOCATION, WAS DETERMINED. THIS PALLET RACK IS STRUCTURALLY ADEQUATE FOR A MAXIMUM SHELF LOAD OF 1543 LBS PER SHELF, UNIFORMLY DISTRIBUTED. THIS LIMIT APPLIES TO THE CURRENT CONFIGURATION AND LOCATION ONLY. LATERAL SUPPORT OF THE HORIZONTAL BEAMS MUST BE PROVIDED BY THE STEEL WIRE DECKING AS REQUIRED BY THE BOEING 'PALLET RACKS STANDARD" TO UTILIZE A BEAM BENDING STRESS OF 0.6 x Fy. HAND CALCULATIONS WILL BE PROVIDED TO JUSTIFY THE ALLOWABLE BENDING STRESS FOR OTHER CONDITIONS. RECOMMENDATIONS: Existing Signage on Racks shall be placed on all shelves and with a maximum shelf load of 1500#. ILENAME: PALLET RACK 2015 Code 9-101 Stitch.xlsm Page 2 of 21 11/1/2019 10:38 AM OBEAM WELD CAPACITY BOEING P.0. Box 3707 Seattle, Washington 98124-2207 PROJECT 9-101 Pallet Racks @ Grid J/9 JOB NO. 37071 FIG. BY S. Cho CHECKED BY BEAM & WELD GEOMETRY BEAM:LBC50 WELD TH|CKNE88=O1250" EFFECTIVE TH|CKNEGS=O.125°UJO7= 0.088" WELD TYPE =B FOR 1^WELD WIDTH: (1) (2) (3) (4) (5) (6) (7) (8) (0) (10) ITEM HEIGHT WIDTH y A Ay (bh'3)/12 d AdA2 (7)+(9) 1 1.500 1.000 4.250 1.500 6.375 -0.281 1.750 4.594 4.875 2 3.500 1.000 1.750 3.500 6.125 3.573 '0.750 1.909 5.542 3 5.000 1.000 2.500 5.000 12.500 10.417 0.000 0.000 10.417 4 1.000 0.000 0.000 0.000 0.000 0.000 '2.500 0.000 0.000 5 1.000 0.000 3.500 0.000 ODOO 0.000 1,000 0.000 0.000 G 1.000 0,000 5.000 0.000 0.000 0.000 2.500 0.000 0.800 TOTALS 10.008 25.000 14271 6.563 20.833 COGY= 2.500io For Beam Weld: Beam Fy= 42 >36 therefore Fv= 15.80hoi A= 10.000in2 Beam t= 0.075 <= 0.088^ | = 20.833 |n4 therefore effective throat = 0.075" YY= 2.375 in Yb= 2.375 in EK= 8.772in3 Sb= 8.772in3 r= 1.443in ALLOWABLE WELD STRESS ATBEAM WELD = 15.80 ° 0.075= 1'185 THEREFORE ALLOWABLE 8ENO|NG= 1]85 ° 1.33 ^8.772= 13.83^k < GOVERNS BEAM GEOMETRY AT WELDS '|usmAws: PALLET RACK mx5Code o-1o1 Stxnx.xlum - 0BEAM WELD CAPACITY BOEING Seaftle,Washington 98124-22m PROJECT 9-101 Pallet Racks @ Grid J/9 FIG. BY S.Cho CHECKED BY BEAM:LBC5U THICKNESS 0.075" JOB NO, 37071 (1) ITEM (2) HEIGHT (3) WIDTH NA y KB A (G) Ay 2 d k01 Ad^2 (10) (7)+H9) 1 1.500 0.075 4.250 0.113 0478 0.021 1.750 0.345 0.366 2 3.500 0.075 1.750 0.263 0.450 0.268 '0.750 0148 0.416 3 5.000 0.075 2.500 0.375 0.938 0.781 NDUO 0.000 0781 4 0.075 0.000 0.000 0.000 0.000 0.000 '2.500 0.000 0.000 5 0.075 0.000 3.600 0.000 0.000 0.000 1.000 0.000 0.000 G 0.075 0.000 5.000 0.000 0.000 0.000 2.500 0.000 0.000 TOTALS 0.750 1.875 1.070 0.492 1.583 COG Y= 2.500 in A= 0.750in2 |= 1.563in4 Yt= 2.375 in Yb= 2.375in Et= 0.658 in3 Sb= 0.658in3 r= 1.443in Beam Shear Area = hem 1 + Item 2 + tern 3 = = 1.500u 0.075 = = 3.500x 0.075 = = 6.000x 0.076 = U.113aqhn O.2G3mqin 0.375nqin Total Beam Shear Atea := 0.750 sq in ALLOWABLE BEAM STRESS =O.6O°Fy` 0.60 ° 42.00ksi ° 1.33= 33.60ksi ALLOWABLE BENDING = 33.60ksi °0.658= 22.11"k Allowable Beam Web Shear: Beam h8= 66.67 .less than 647/Fy^2 =84.40 83200/(h8)^2= 14.78koi and 0.40^Fy= 16.80koi therefore Fv = 14.78koi ° 1.33= 10.70 koi ALLOWABLE SHEAR 19.70koi ^O.TSO= 14.78k OKBYINSPECTION lLsw*ME: PALLET RACK mw5Code o-1n1autch.xivm Page 4pf21 11/1o0910:38mw 0 PALLET RACK DESIGN BOEING P.C. Box 37D7 Seattle, Washington 98124-2207 PROJECT 9-101 Pallet Racks @ Grid J/9 FIG, BY S. Cho CHECKED BY PALLET RACK GEOMETRY JOB NO. 37071 DATE 10/31/19 REV'D NUMBER OF SHELVES = 3 (MUST BE 8) IF NUMBER IS LESS THAN EIGHT, SET LOWER SHELF HEIGHTS (BELOW LEFT) TO ZERO AS REQUIRED. SHELF SPACING = 36" SHELF SPACING = 36" SHELF SPACING = 36" SHELF SPACING = 0" SHELF SPACING = 0" SHELF SPACING = 0" SHELF SPACING = 0" SHELF SPACING = 0" BEAM SPAN = 120" BEAM SPAN = 120" SHELF BASE SET SHELF HEIGHTS BELOW TO ZERO LELNAME: PALLET RACK 2015 Code 9-101 Stitch.xlsm Page 5 of 21 11/1/2019 10:38 AM 0 PALLET RACK DESIGN BOEING P. O. Box 3707 Seattle, Washington 98124-2207 PROJECT 9-101 Pallet Racks @ Grid J/9 FIG. BY S. Cho CHECKED BY BEAM LOADS SHELF DL = SHELF LL = UNIT IMPACT LOAD = JOB NO. 37071 DATE 10/31/19 REV'D 200 LB/SHELF = 100 LB/BEAM, SEE NOTE 1 AT END OF SECTION 1500 LB/SHELF = 750 LB/BEAM 25% x SHELF LL / 2 PALLETS 188 LB/SHELF = 94 LB/BEAM, SEE NOTE 2 AT END OF SECTION MOMENT AT CENTER OF BEAMS: ASSUME 20% FIXITY AT ENDS FOR DETERMINING THE MOMENT AT THE CENTER OF BEAMS. MDL = W8`L * (80%) _ (80%) * (0.100 * 120 / 8) k-in = Mu_ = W8`L * (80%) = (80%) * (0.750 * 120 / 8) k-in = MOMENT AT END OF BEAMS: MDL = WDLL * (20%) _ (20%) * (0.100 * 120 / 8) k-in = WLLL MLL = g *(20%) = (20%) * (0.750 * 120 / 8) k-in = SEISMIC LOADING - LONGITUDINALTDIRECTION V =Cs XIp XYI' P 1.20 k-in 9.0 k-in 0.30 k-in 2.3 k-in NOTE: MULTIPLY BY .7 TO OBTAIN ALLOWABLE STRESS DESIGN (IBC SECTION 1605.3). (W/ IMPACT) 9.0 k-in (W/ IMPACT) 2.3 k-in Sds = 1.009 Sd1 = 0.573 I = 1 Input from Section RMI 2.6.2 (1.0 for Normal or 1.5 for Hazardous Materials) R = 6 (R= 6.0 for Moment Resisting Frames, 4.0 for Braced Frames) Ta = 0.2 Approximate Period from ASCE 7-10 Table 12.8-2 (seconds) Cs = 0.17 RMI 2008 2.6.3 & ASCE 7-10 12.8 Cs max = 0.59 RMI 2008 2.6.3 & ASCE 7-10 12.8 Design Cs: Cs = 0.168 1 <----TYPE 1 FOR 100% LL; TYPE 2 FOR 33.33% REDUCTION IN LL (PER IBC STDS) W = 3* (200 + 1500)/1000 = 5.1 k (FOR BOTH SIDES OF RACK) V=0.168*I*W= 0.858 k LATERAL FORCE DISTRIBUTION - LONGITUDINAL DIRECTION (ONE SIDE OF RACK ONLY LEVEL D hx (in) hx (in) wx (k) wxhx wxhx Fx (k) E wxhx 3 36 108 0.85 91.8 0.500 0.214 2 36 72 0.85 61.2 0.333 0.143 1 36 36 0.85 30.6 0.167 0.071 0 0 0 0.00 0.0 0.000 0.000 0 0 0 0.00 0.0 0.000 0.000 0 0 0 0.00 0.0 0.000 0.000 0 0 0 0.00 0.0 0.000 0.000 0 0 0 0.00 0.0 0.000 0.000 TOTALS 2.55 183.6 1.000 0.429 LELNAME: PALLET RACK 2015 Code 9-101 Stitch.xlsm Page 6 of 21 11/1/2019 10:38 AM O PALLET RACK DESIGN BOEING poBox 37m Seattle, Washington 98124-2207 FIG. BY S.Chp CHECKED BY SEISMIC LOADING ' LONGITUDINAL DIRECTION (conU USING "PORTAL FRAME METHOD' DETERMINE FORCES ATINTERIOR SECTION DUE ToSEISMIC LOADING BASE FIXITY: TYPE°2" IF BASE IS FIXED; TYPE "'I" |FBASE |SPINNED > 0.214k v= 0.033k � m= O.143k O.071k Ok v= ^ SET SHELF F mBELOW TO ZERO 8k Ok � Uk v= m 1 11Bk-in 0.086 k m= v = O.214K m= 3.859 k-in v= 5]46 k-in O182k m = v = O.357k m= 6/432h-In v= 10.94 k-in Ok m= v = D.42&k m= 15.44 k-in v= 0k-in Ok m= v= Uk m = 0 k-in v= 0k-in Uk mn= v= Oh m= 0Wn v= Bh-in Uh m= v= Ok m= Oh -in v= Oh -in Ok m= v= 0k m= Oh -in v= 0 k-in m= v= Oh m= U k-in � | p^-O^"= vrr, O.032k O.08Gk 5.146k-in k 0k Ob 0k 0h 0k LsLwAms PALLET RACK zo1aCode o-1o^oox-h.xlom O PALLET RACK DESIGN BOEING puBox 3707 Seattle, Washington nmo*-2aor FIG. BY 8.Cho CHECKED BY SEISMIC LOADING ' LONGITUDINAL DIRECTION (cont) BEAM LOADS - VERTICAL LOAD = 850|b/beam Md+\+|mpCENTER ' 10.28 k-in K4d+|+|mpENO= 2.55 k-in NYmeimmic= 10.94 k-in (No Impact) N1d+|+sENO= 13.49 h'|n L= 12O^ FOR LBC50 Fy= 42hsi Sx= 1.768in13 |x= 4.644 \n"4 JOB NO. 37071 Fb= 0.6°Fy= 25.2ksi x8all =Gx^Fh=1.7855^25.2= 44.48k-in >= 10.20 ON CHECK SEISMIC ' (4V3)°Mall = 59.32 k-in >= 13.49 OK CHECK DEFLECTION ' A=,=)/18O= 0.867in A�_ = -- �m = 0.14hn <= 0.667 OK CHECK END WELD TYPE: B WELD ORBEAM CAPACITY: 13.83^h > 13.49 OK (-2%UNOERSTRE88 CONDITION) PLATE TYPE: 4 PIN END PLATE; COLUMN THICKNESS: 0105^ PLATE CAPACITY: 55.75"k > 1349 OK LELw*Ms: PALLET RACK uomCode 9-101aumh.xivm OPALLET RACK DESIGN BOEING Seattle, Washmgton98124-22m FIG. BY 8.Cho CHECKED BY JOB NO. 37071 SEISMIC LOADING ' TRANSVERSE DIRECTION ASSUMPTION: PALLET RACK |SBRACED IN TRANSVERSE DIRECTION %/=C X�� ^' != 1 Input from Section RM|2.6.2(1.0 for Normal m1.5for Hazardous Materials) R= 4 (R=G.Ofor Moment Resisting Frames, 4.0for Braced Frames) Ta= 0.2 Approximate Period (o) Cn= 0.25 RyN| 20082.6.3&AGCE7'10 12.8 Cs max OJO RyN|28O82.G.3&AGCE7-1O12.8 Design Cs: Cs= 0.252 1 <---- TYPE 1FOR 1UU'&LL;TYPE 2FOR 5O'&REDUCTION |NLL(PER IBC STDS) VV1= 3°(200+1500)/1000= V1=0.252°|°VV= 1.286 VV3= [(3°200)+1500]/1000= 51 k (ALL SHELVES LOADED) k (PER UPRIGHT FRAME) 2] k (ONLY TOP SHELF LOADED) k (PER UPRIGHT FRAME) LATERAL FORCE DISTRIBUTION ' ALL SHELVES LOADED ' TRANSVERSE DIRECTION (ONE BENT OfRACK ONLY LEVEL 0IST8ElW COG & SHELF TOP 115°hx(in) wxUd vwxnx (k-in) wxhx �:n(lo Mot (k-in) ��vm*x .~ 3 18^ � 144.30 1.70 246.3 0.467 0.600 86.09 3 18^^° 103.50 1.70 176.0 0.333 8.429 44.38 1 18''°° 82.10 1.70 105.0 0.200 0.257 15.98 O 0 ^^° 0.00 0.00 0.0 0.000 0.000 0.00 O U ^°° 0.00 0.00 0.0 0.000 0.000 0.00 O D ''°~ 0.00 0D0 OD 0.000 0.000 0.00 0 O "°° 0.00 0.00 0.0 0.000 0.000 0.00 O U ^"° 0.00 0.00 0.0 0.000 0.000 0.00 TOTALS 5.10 527.8 1.000 1.286 147.35 ** SEE NOTE 3 AT END OF SECTION LATERAL FORCE DISTRIBUTION - ONLY TOP SHELF LOADED ' TRANSVERSE DIRECTION (ONE BENT 0FRACK 0NL LEVEL OISTBElW COG & SHELF TOP hx(in) wx0N wxhx(k-in) xwxhx Fn(k) Mot (k-in) xvxhx 3 181. 126.00 1J0 214.20 0�908 0.481 60.63 2 011 72�00 0,20 14.40 0.861 0.032 2.33 1 0. 36.00 0.20 7.20 0.031 0.016 0.58 0 01. 0.00 0.00 0.00 0,000 0.000 0.00 O 0. 0.00 0.00 0.00 0.000 0,000 0.00 0 0. 0.00 0.80 0.00 0.000 0�000 0.00 U U " 0.00 0.00 0.00 0,000 0,000 0.00 U 011 0.00 0.00 0.00 0.000 O�OOO 0.00 TOTALS 2.10 235.80 1.000 0530 63.54 LsLwxws: PALLET RACK xomCode 9-1mmotch.xism Page Sof21 11n1201910:38mm U PALLET RACK DESIGN BOEING Seattle, Washington 98124-2207 ` JOB NO. 370771 FIG. BY 8.Cho CHECKED BY SEISMIC LOADING ' TRANSVERSE DIRECTION (CONT) D�Ok 1D" '` - 0�3k 18^ ~ ' O�2G k 18" ~ ^ oil ALL SHELVES LOADED SHELF DEPTH = 40 in SHELF BASE 'SLA U%0h oil~ - O�Oh oil~ - D�0k oil— ' O�Oh U^ ~ ' 8 Po=14[35/4O = 3,68 k Pd= O.3k F9= 2.25k Pm=147.35/4O = 3.68 k :'d= C\3k z| = 2.25 k T :)|= O�8k 18" ~ ' SHELF —.Z \ / ONLY TOP SHELF LOADED SHELF DEPTH = 40 in Pw=G@.54/40 Po=69.54/4D = 1.58k 1 = 1.50k N 3d = 0.3 k 1 �d = O3 k0.75 k T DI = 0.75 k T � � LELmAws: PALLET RACK uo1nCode y'm,aunch.xlom O PALLET RACK DESIGN BOEING Seattle, Washington 98124-2207 FIG. BY 3.Cho CHECKED BY SEISMIC LOADING ' TRANSVERSE DIRECTION (CONT) JOB NO. 37071 ALL SHELVES LOADED ONLY TOP SHELF LOADED MAXIMUM DOWNWARD LOAD (kip) = 3.68+0.3+2.35= 6.23 1.59 03 075 264 BASE UPLIFT LOAD TOBE RESISTED BYANCHOR BOLTS (kip)= 3.68'0.9*(0.30+2.25) = 1.39 1.59'0O°(030 075) 084 COLUMN DESIGN ' CASE 1: OL+ LL+SEISMIC (-ONGMUO|NAL) P(DL)= 030k P(LL)= 225k P (SEISMIC) = 0.00 k (AT INTERIOR COLUMNS) P(TOTAL)= 2.55h N1(SE!SyN\C)= 15.44k-in CASE2: DL+LL+SEISMIC (T7RANSVERSE) P(]L)= 0.30 k P(LL)= 2.25 h P(GBSyN|C)= 3.68 k P(TlOTAL)= 0.23k LsLmAMs PALLET RACK umsCode u-1o^aox-h,xl,m O PALLET RACK DESIGN BOEING Seattle, Washington 98124-2207 FIG, BY S.Cho CHECKED BY COLUMN DESIGN (CONT) Fy= 42ksi Lx= 40.0 in Ly= 51.0 /n Kx= 1.00 (LONGITUDINAL) Ky= 1.00 A= 0.859 in^2 |x= 1.373 in^4 rx= 1.249 in ry= 1150 in Sx= 0.915in^4 E K7/7>or<4.71 [�-= 123.8 y (kVr)y= 44.3 Q Fcr= 37.2ksi Pn= 32.0 h CHECK DL+LL' FOR TRANSVERSE SEISMIC LOADING ' JOB NO. 37071 FOR LONGITUDINAL SEISMIC LOADING ' Fb=U8^Fy= 25.2 ksi YNo= FbrSx= 23.1 k-in P/Pa+N18Na=(2.55/31.87)+(1S.44/3.08)= 0.749 < 1.33 OK 0 PALLET RACK DESIGN BOEING P.uBox 37m Seattle, Washington 98124-2207 PROJECT 9-101 Pallet Racks @ Grid J/9 FIG. BY G.Cho CHECKED BY P/Pe=O.U8<=O15Therefore nmadditional checks need bobemade DIAGONAL BRACE DESIGN ' FOR 14 Gage Brace Fy= 42 ksi A= 0.284 in42 ry= 0.404 in HORIZONTAL DISTANCE (Lh)= VERTICAL DISTANCE (bv)= BRACE LENGTH (Lb) = KKry= 168.4 Fa = 9J4 ksi Pn=A*Fy= 11.83 kips P=Lb°V1/Lh= 2.08 kips P/Pm = (2.08/11.83)` 0175 = 1.33 OK NOTES: 1. Shelf OLincludes 2beams and the shelf material weight. 2. Per the 2008 Rack Manufactureres Institute (RM 1) Specification Section 2.3, a safety margin of 25% of one unit (pallet) load (not the shelf load) is to be used for a vertical impact load. Therefore itioassumed that there are 2pallets onthe shelves ofthe 1O' racks and 3 pallets on the 14' racks, unless the shelf load is to consist of a single load as stated in the Structural Properties of the beam on the Summary sheet, page 1. 3. It is assumed that the distance between the COG and shelf top is equal to half of the distance to the next shelf, and at the top shelf it is equal to half of the distance to the shelf below orominimum of12^ LsLwAwE: PALLET RACK zo1xCode n-1n1aumx.xium 0 BASE PLATE DESIGN BOEING P. O. Box 3707 Seattle, Washington 98124-2207 7 PROJECT FIG. BY 9-101 Pallet Racks @ Grid J/9 S. Cho CHECKED BY BASE PLATE DESIGN DIMENSIONS: N = 5.00 " B = 8.00 " d = 3.00 " bf = 3.00 " x = 0.75 " PLATE THICKNESS = 0.500 " PIER SIZE = 0 sq in Bolt dia = 0.5 " MATERIAL PROPERTIES: fc' = 3000 psi Fy = 36 ksi Es/Ec = 0.3 LOADS: JOB NO. 37071 DATE 10/31/19 REV'D P(DL+LL)= 2.55 k s LONGITUDINAL- P (seis)= 0.00 k (See Note 1) M (seis)= 0,00 " k V (seis) = 0.43 k TRANSVERSE- P (seis)= 3.68 k M (seis)= 0.00 "k (Braced Transversely) P(uplift)= V (seis) = 0.64 k 1.39 k Note 1. Longitudinal moment will be zero with a pinned condition. ILENAME: PALLET RACK 2015 Code 9-101 Stitch.xlsm Page 14 of 21 LOAD TSPE : a) UN DORN' S b ) TRAPEZ 0 DAL c) TPJULAR 11/1/2019 10:38 AM 0 BASE PLATE DESIGN BOEING P. O. Box 3707 Seattle, Washington 98124-2207 PROJECT FIG. BY 9-101 Pallet Racks @ Grid J/9 S. Cho CHECKED BY JOB NO. 37071 DETERMINE CONCRETE AND ANCHOR BOLT STRESSES DUE TO DL, LL AND SEISMIC LOADING IN THE LONGITUDINAL DIRECTION: DATE 10/31/19 REV'D Pc = P(DL+LL) + P(SEISMIC LONG.) = 2.55 k BOLT AREA, As = 0.20 sq in A=B*N=8.00*5.00= 40.0 sq in Sx = N * BA2/6 = 53.3103 f = B/2 - x = (8.00/2) - 0.75 = 3.25" e = M/Pc = 0.00/2.55 = 0.00" BASE PLATE LOAD TYPE: a) UNIFORM (SEE SKETCH ON PREVIOUS SHEET) Smin = 0.06 ksi Smax = 0.06 ksi Pt = 0.00 k NO ANCHOR BOLT TENSION BASE PLATE DESIGN PROCEDURE FROM AISC 13TH EDITION pp 14-3 THRU 14-6. m = (N - (.95*d))/2 1.08" n = (B - (.8*bf))/2 2.80" I = 2.8 fp = 0.06 ksi A1=B*N=8.0*5.0= 40.0 sq in A2 = 0 sq in (Pier size) DETERMINE tp: 2Pu 0.90Fy * BN 0.176" <----GOVERNS ACTUAL tp = 0.500" > 0.176" OK ILENAME: PALLET RACK 2015 Code 9-101 Stitch.xlsm Page 15 of 21 11/1/2019 10:38 AM 0 BASE PLATE DESIGN BOEING P. 0, Box 3707 Seattle, Washington 98124-2207 PROJECT FIG. BY 9-101 Pallet Racks @ Grid J/9 S. Cho CHECKED BY JOB NO. 37071 DATE 10/31/19 REVD DETERMINE CONCRETE AND ANCHOR BOLT STRESSES DUE TO DL, LL AND SEISMIC LOADING IN THE TRANSVERSE DIRECTION: Pc = P(DL+LL) + P(SEISMIC TRANS.) = 6.23 k BOLT AREA, As = 0.20 sq in A = B* N = 8.00 * 5.00 = 40.0 sq in Sy = B * NA2/6 = 33.3 inA4 f = N/2 = (5.00/2) = 2.50" BASE PLATE LOAD TYPE: a) UNIFORM (SEE SKETCH ON PREVIOUS SHEET) Smax = 0.16 ksi Smin = 0.16 ksi NO ANCHOR BOLT TENSION DUE TO MOMENT Pt = 0.69 k ANCHOR BOLT TENSION DUE TO UPLIFT BASE PLATE DESIGN PROCEDURE FROM AISC 9TH EDITION pp 3-106 THRU 3-108. fp = 0.16 ksi DETERMINE tp: tp 2P. 0.275" < GOVERNS 0.90Fy * BN ACTUAL tp = 0.500" > 0.275" OK BENDING DUE TO UPLIFT: MAX Pt = 0.69 k M=Pt*(n-x)= 1.215 "k S = (N * tpA2)/6 = 0.208 inA3 fb = M/S = 5.83 ksi Fb = 1.33* 0.75*Fy = 36.00 ksi > 5.83 ksi OK ILENAME: PALLET RACK 2015 Code 9-101 Stitch.xlsm Page 16 of 21 11/1/2019 10:38 AM 0 BASE PLATE DESIGN BOEING P. O. Box 3707 Seattle, Washington 98124-2207 PROJECT FIG. BY 9-101 Pallet Racks @ Grid J/9 S. Cho CHECKED BY JOB NO. 37071 DETERMINE CONCRETE AND BASE PL STRESSES DUE TO DL AND LL: BASE PLATE LOAD TYPE: UNIFORM Smin = 0.06 ksi Smax = 0.06 ksi fp = 0.06 ksi DETERMINE tp: 2P. 0.092" < GOVERNS 0.90Fy* BN ACTUAL tp = 0.500" CHECK ANCHOR BOLTS: MAX Pt = 0.69 k - MAX V (PER BOLT)= ANCHOR BOLT TYPE: SPECIAL INSPECTION?: DIAMETER: EMBEDMENT: TENSILE CAPACITY = SHEAR CAPACITY = INTERACTION: 0.32 k 0.500" 3.250" 0.092" OK 1.84 = HILT] KWIK BOLT TZ Yes 2.39 k 2.84 k DATE 10/31/19 REVD -1.15 k MAX Pt MAX V 100 TENSILE CAPACITY SHEAR CAPACITY 0.69/2.39 + 0.32/2.84 = = 0.291 + 0.113 = 0.404 < 1.33 OK ILENAME: PALLET RACK 2015 Code 9-101 Stitch.xlsm Page 17 of 21 11/1/2019 10:38 AM OSLAB CHECK BOEING �0.Box 3707 Seattle, Washington 98124-2207 FIG. BY S. Cho CHECKED BY CHECK SOIL BEARING TRANSVERSE FORCES: P(OL)= 0.30 k P(LL)= 2.25h = O.23h SLAB THICKNESS = 8.00in hcl= 3,000 psi fy= 60.000 psi ALLOWABLE SOIL BEARING PRESSURE 2.000psf ALLOWABLE SOIL BEARING PRESSURE FOR SEISMIC = 2.667pmf BASE PLATE AREA m= B= .`.[euu* Abase Ir b= 714in L= 11.57hn z 3.57 in LOADED CIRCULAR AREA = 2.92sf FOR OL+LL SOIL BEARING PRESSURE 873 psf FOR DL+LL+SEISMIC SOIL BEARING PRESSURE 2135 psf |uewxME: PALLET RACK zmaCode n-1maotcn.xlvm Page i8cf21 JOB NO, 37071 � 11/1/20910m8Aw 0 SLAB CHECK BOEING P. O. Box 3707 Seattle, Washington 98124-2207 PROJECT 9-101 Pallet Racks @ Grid J/9 FIG. BY S. Cho CHECKED BY JOB NO. 37071 DATE 10/31/19 REV'D AS SOIL BEARING PRESSURE DIRECTLY BELOW THE BASE PLATE IS OK, THE BENDING AND SHEAR CALCULATIONS SHOWN BELOW ARE NOT REQUIRED, REQUIRED LOADED AREA = 2.34 sf SOIL BEARING PRESSURE (DL+LL) = 1,091 psf FACTORED SBP = 1.4D +1.7L = 1,816 psf SOIL BEARING PRESSURE (DL+LL+E) = FACTORED SBP = 0.75(1.4D + 1.7L + 1.7(1.1E)) = REQUIRED LOADED AREA RADIUS = 10.35 in CHECK SLAB CAPACITY - UNREINFORCED: Mu = (3.57 * 7.85^2)/(2 * 12) = Vu = 1.4D +1.7L = Vu = 0.75(1.4D + 1.7L + 1.7(1.1E)) = 2,667 psf 3,572 psf 9.2 in k/ft = 4.245 k 8.35 k 0.76 ft-k/ft <---GOVERNS FOR PLAIN CONCRETE: SLAB BENDING: S = (bdA2)/6 = 128 in3 Fb = 5*(fc)A05 = 273.9 fb = M/S = 71.7 psi 273.9 psi OK PUNCHING SHEAR: bo = 2*((N+t)+(B+t)) = 58 in phi*Vc = 0.85*(2.66)*(fc^.5)*bet 57.5 kip OK ILENAME: PALLET RACK 2015 Code 9-101 Stitch.xlsm Page 19 of 21 11/1/2019 10:38 AM 0 SLAB CHECK BOEING P. O. Box 3707 Seattle, Washington 98124-2207 PROJECT 9-101 Pallet Racks @ Grid J/9 FIG. BY S. Cho CHECKED BY JOB NO. 37071 DATE 10/31/19 REV'D CHECK RESISTANCE AGAINST UPWARD LOAD - UNREINFORCED UPLIFT = 1.39 k REQUIRED AREA OF SLAB FOR RESISTING UPLIFT = 13.89 sf REQUIRED LENGTH WITH 40 IN WIDTH = 4.17 ft DESIGN LOAD FACTOR = Mu = Vu = 0.29 k-ft / ft 0.28 k / ft PLAIN CONCRETE: SLAB BENDING: S = (bd^2)/6 = 1.34 (FACTORED SBP / SBP) 128 in3 Fb = 5*(fc)^0.5 = 273.9 fb = M/S = 71.7 psi 273.9 psi OK PUNCHING SHEAR: bo = 2*((N+dt)+(B+dt)) = 39 in phi*Vc = 0.85*(2.66)*(fc".5)*bo*dt ILENAME: PALLET RACK 2015 Code 9-101 Stitch.xlsm Page 20 of 21 15.7 kip OK 11 /1/2019 10:38 AM 0 COMPONENT CAPACITIES BOEING P. O. Box 3707 Seattle, Washington 98124-2207 PROJECT 9-101 Pallet Racks @ Grid J/9 FIG. BY S. Cho CHECKED BY SHELF DEAD LOAD = DESIGN LIVE LOAD = TOTAL RACK LOAD= 200 LBS PER SHELF 1500 LBS PER SHELF 1700 LBS PER SHELF JOB NO. 37071 DATE 10/31/19 REV'D COMPONENT MAXIMUM RATIO OF ACTUAL TO ALLOWABLE LIVE LOAD CAPACITY PER SHELF (LBS) BEAM 0.229 7215 BEAM WELD / END PLATE 0.975 1543 COLUMN 0.563 2818 BRACE 0.131 12738 BASE PLATE 0.549 2895 SLAB 0.262 6295 SOIL PRESSURE (SEISMIC) 0.801 1923 ANCHOR BOLT 0.304 5392 SELECT LOAD LIMIT TO BE POSTED ON THE PALLET RACK = 1500 LBS PER SHELF NOTE: SOIL PRESSURE IS NOT A LIMITING COMPONENT AS THE BEARING AREA IS AUTOMATICALLY INCREASED TO ACCOMMODATE THE DESIGN LIVE LOAD. ILENAME: PALLET RACK 2015 Code 9-101 Stitch.xlsm Page 21 of 21 11/1/2019 10:38 AM / • www.hilti.us Profis Anchor 2.8.5 Company: Specifier: Address: Phone I Fax: E-Mail: The Boeing Company Page: S. Cho Project: Sub -Project I Pos. No.: (206) 612-6953 I Date: sung.u.cho@boeing.com 1 Stitch Robot & Pallet Rac 11/11/2019 SpecIfier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (2) Effective embedment depth: hetb,/ = 2.000 in., hbo„, = 2,375 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2019 I 5/1/2021 Proof: Design method ACI 318-14 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: t,, x I, x t 5.000 in. x 8.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 4000, fc' = 4,000 psi; h = 8.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. •••- Geometry [In.) & Loading [lb, in.lb] z 5,5 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor 1 c ) 2003-2009 Hilti AG, FL-9494 Scheer' Hilti is a registered Trademark of NH AG, Schaan • Pro s Anchor 2.8.5 Company: Specifier: Address: Phone I Fax: E-Mail: The Boeing Company Page: S. Cho Project: Sub -Project I Pos. No.: (206) 612-6953 I Date: sung.u.cho@boeing.com 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 695 386 320 215 2 695 386 320 215 max, concrete compressive strain: - [530] max, concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 1,390 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load 2 Stitch Robot & Pallet Rac 11/11/2019 Load N„. [lb] Capacity 4, N„ [Ib] Utilization = Nuj+ N,, Status Steel Strength* 695 8,029 9 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 1,390 3,789 37 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value ci) Variables Nem [in.2] refer to ICC-ES ESR-1917 ACI 318-14 Table 17.3.1.1 fut. [psi] 0.10 Calculations Nsa [lb] 10,705 Results Ns. [lb] 10,705 106,000 + steel 4) Nis. [Ib] Nua [Ib] 0.750 8,029 695 Input data and results must be checked for agreement with the existing conditions and for plausibllityl PROFIS Anchor ( c ) 2003-2009 HMI AG, FL-9494 Schaan Hi% is a registered Trademark of Hitti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: The Boeing Company Page: S. Cho Project: Sub -Project I Pos. No.: Date: (206) 612-6953 sung.u.cho@boeing.com Stitch Robot & Pallet Rac 11/11/2019 3.2 Concrete Breakout Strength ANc Ncbg (—) NYedNW N Nb Ark° BC, C, cp, Nich, a Nua A. see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) Arco ec,N ed,N W cp,N Na Variables hef [in.] eci,N [in.] ea,N [in.] ACI 318-14 Eq. (17.4.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) cmin [in.] ‘11c,N 2.000 0.000 0.000 ca, [in.] kc a fc [Psi] 4.500 17 1.000 4,000 Calculations ANc 69.00 Results N [lb] 5,829 AN [in.2] yecl,N 36.00 1.000 Yec2,N 1.000 0 maoraw 4 Ncbg [Ib] Nua [lb] 0.650 3,789 1,390 1.000 xiI ed,N w cp,N 1.000 1.000 Nb [Ib] 3,041 I n put data and results must be checked for agreement with the existing conditions and for plausibliityl PROFIS Anchor ( c ) 2003-2009 Hilhi AG, FL-9494 Schaan Hilt is a registered Trademark of Him AG, Schaal" 1 www.hilti.us Profis Anchor 2.8.5 Company: Specifier: Address: Phone I Fax: E-Mail: The Boeing Company Page: S. Cho Project: Sub -Project I Pos, No.: (206) 612-6953 Date: sung.u.cho@boeing.com 4 Stitch Robot & Pallet Rac 11/11/2019 4 Shear Toad Load Vea [Ib] Capacity b Vn [Ib] Utilization (v = V„ Status Steel Strength* 386 3,572 11 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 771 4,080 19 OK Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value 4, Vsteel a Vua Variables Ase,v [in.2] refer to ICC-ES ESR-1917 ACI 318-14 Table 17.3.1.1 Lt. [psi] 0.10 106,000 Calculations Vs.,, [lb] 5,495 Results Vsa [lb] 5,495 I) steel 10 Vsa [lb] Vua [Ib] 0.650 3,572 386 4.2 Pryout Strength Vcpg = kcp [\ANco/ W ec,N W ed,N W c,N V cp,N Nb1 Vcpg Z Vua ANc see ACI 318-14, Section 17.4.2,1, Fig. R 17.4.2.1(b) ANso = 9 hef 1 Wec,N +2eN 51.0 3hat Wed,N =0.7+0.3 (15hat}51.0 = lac WcP.N MAX(Ca-min 1.5het` fmac Nb =hnl ACI 318-14 Eq. (17.5.3.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables kg, he [in.] ec1,N [in.] ec2.N [in.] 1 2.000 0.000 0.000 W c,N 1.000 ca, [in.] 4.500 17 1.000 Calculations AN, [in 2] ANco [in.2] W ecl,N W ec2,N 69.00 36.00 1.000 1.000 Results V [Ib] 4 concrete 4, Van [Ib] Vua [Ib] 5,829 0.700 4,080 771 Gamin [in.] ( [psi] 4,000 W ed,N W cp,N Nb [Ib] 1.000 1.000 3,041 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.8.5 Company: Specifier: Address: Phone I Fax: E-Mail: The Boeing Company Page: S. Cho Project: Sub -Project I Pos. No.: (206) 612-6953 I Date: sung.u.cho@boeing.com 5 Stitch Robot & Pallet Rac 11/11/2019 5 Combined tension and shear loads PN Pv Utilization Prs,v Status 0.367 PNV = P <= 0.189 5/3 26 OK 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.), This means load re -distribution on the anchors due to elastic deforrnations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading, PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The cp factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility, PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: The Boeing Company Specifier: S. Cho Address: Phone I Fax: (206) 612-6953 I E-Mail: sung.u.cho@boeing.com Page: Project: Sub -Project I Pos. No.: Date: Profis Anchor 2.8.5 6 Stitch Robot & Pallet Rac 11/11/2019 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.563 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories Drilling Cleaning • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor In. Anchor x • Manual blow-out pump Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (2) Installation torque: 480.001 in.lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 6.000 in. Setting • Torque controlled cordless impact tool (Hilti Safeset System) • Torque wrench • Hammer 2.500 2.500 1 0.000 -2.750 2 0.000 2.750 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c ) 2003.2009 Hilt' AG, FL-9494 Schaan Hilti is a registered Trademark at HMI AG, Schaan www.hilthus Profis Anchor 2.8.5 Company: Specifier: Address: Phone I Fax: E-Mail: The Boeing Company Page: S. Cho Project: Sub -Project I Pos. No.: (206) 612-6953 I Date: sung.u.cho@boeing.com 7 Stitch Robot & Pallet Rac 11/11/2019 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in, Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and perrnits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. = You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schoen Hilti is a registered Trademark of Hilti AG, Schaan g__AarisE-4riv STITCH ROBOT ANCHOR DESIGN Copyright © 2019 Boeing. All rights reserved. KL 4000; KL 4000 S Configuration k‘: Fig. 8 : ASE align en • $TOOL alignment: positive X direction (red) Flg. 8-5: $TOOL alignment -A og 5A1- vrcsiQ4 132/193 1 www.kuka.com BA KL 4000 V8 Issued: 27.08.2019 <L. 4000, KL 4C00 5 Technical data oeam, When a mounting base or machire frame mounting assembly is used, the effect of the horizontal force Ft, is shifted to the mounting sur- face of the substruture. The force Ft, can act in any horizontal direction. The values specified correspond to the highest generated forces within the corresponding robot family Fh Fig. 4-21; Foundation loads 1 Beam fastening point 2 Mounting surface of substructure 3 Mounting base, end 4 Mounting base, center 461193 I www.kuka.com BA KL 4000 V8 1 I.:sued 27 08 2019 KL 4000; KL 400) S Mounting base loads, KR QUANTEC Mounting base at end of beam Mounting base at beam Joint Lateral force 5 366 N 3 016 N Fh dynamic (max. load durng op- oration) ; 2.0 , 67 Lateral force 9 536 N 6 154 N Fh dynamic (max. load dunng E- 34 STOP) Vertical force 25 966 N 26 153 N Fv. dynamic (pull during operation) 4-E34 4-0t-I?:7 Vertical force 43 0E0 N 40 784 N Fs; dynamic - (Ng (pull during F-STOP) Vertical force -48 895 N -56 487 N Fv dynamic during roar- (pressureatin) 0 --- r riciqi 12 64-147 Vertical force -68 531 N -73 104 N Fv dynamic (pressure during E- .p.- , / 4c6 44 /6 -1 STOP) Mounting base loads, KR FORTEC Mountlng bse at end of beam Mounting base at beam joint Lateral force 5 599 N 3 613 N Fh dynamic (max. load durng op- eraticn) .,, S i 2. Lateral force 9 121 N 4 760 N Ft, dynamic (max, load durng E- )Ctc */ i0 10 STOP) Vertical force 38 494 N 46 210 N Fv dynamic . (pull durng operation) 155 4. i 0 Vertical force 52 046 N 58 643 N Fv dynamic • (pull durng E-STOP) 117 00 .3 1 Vertical force -74 155 N -97 811 N Fv dynamic (pressure during oper- ation) -,1667 9 41 989 Vertical force -90 837 N -111 319 N Fv dynamic 'IS 44 (pressure during E- STOP) _•204, I ..14.- 7. Foete tA, 17 LIFT Fold . BA KL 4000 V8 Issued: 27.08 2019 www.lcuka.com 47/193 KL 4000, K_ 4000 S .c 4.5 Foundation loads for mounting bases with lateral joint, longitudinal compensation Description The foundation loads depend on the robot variant. The specified forces al- ready include the payload and the inertia force (weight) of the robot These are the maximum values acting a., the fastening points of the beam, When a moJnting base or machine frame mounting assembly is used, the effect of the horizontal force Fh is shifted to the mounting sur- face of the substructure. The force Ft can act in any honzontal direction. The values specified correspond to the highest generated forces within the corresponding robot family 7 Querttge transverse Kiri max Aesop rOmperis.qtrtn 4 7 rnm A Fig. 4-22: Foundation loads, mounting base, end 46/193 www,kuka.com BA KL 4000 V8 1 Itsued, 27 05 2019 KL 4000; KI 4C00 t 7 Querfuge transverse pint rrtp+ Austytt+4:1 t qmppn.t.,,1nr + 7 S rirrrt Fig. 4-23: Foundation loads, mounting base, end Foundation loads with a KR QUANTEC Mounting base at end of beam Mounting base at beam joint Lateral force Fy dy- namic (max load dur- ing operation) 5 121 N 2 555 N Lateral force Fy dy- namic (max load dur- ing E-STOP) 9 277 N 5 745 N Vertical force Fv dy- namir. (pull during op- eration) 25 986 N 26 153 N Vertical force Fv dy- namic (pull during E- STOP) 43 960 N 40 784 N Vertical force Fv dy- namic (compression during operation) -48 895 N -56 487 N Vertical force F\,, dy- namic (compression during E-STOP) -68 531 N -73 104 N chnical data BA Kt. 4C00 V8 I Issued 27 08.2019 www,kuica,Com 49/193 WWW.hilti.us Profis Anchor 2.8.5 Company: Specifier: Address: Phone I Fax: E-Mail: The Boeing Company S. Cho (206) 612-6953 I sung.u.cho@boeing.com Page: Project: Sub -Project I Pos, No.: Date: 1 Stitch Robot & Pallet Rac 11/11/2019 Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report; Issued I Valid: Proof: Stand-off installation; Anchor plate: Profile: Base material: Installation: Reinforcement: HIT-HY 200 + HIT-Z 5/8 h„,f,ao = 3.750 in. (hatlimit = 4.000 in.) DIN EN ISO 4042 ESR-3187 4/1/2019 I 3/1/2020 Design method ACI 318-14 / Chem et, = 0.000 in. (no stand-off); t = 0.500 in. lx x I x t = 9.375 in. x 9.375 in. x 0.500 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 4000, fc' = 4,000 psi; h = 8.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry, Installation direction: vertical downward tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] Input data and results must be checked far agreement with the existing conditions and for plausibility! PROFIS Anchor ( c 1 2003-2009 Hilti AG, FL.9494 Schaan Hilt is a registered Trademark of HMI AG, Schoen www.hilti.us r Company: The Boeing Company Page: Specifier: S. Cho Project: Address: Sub -Project I Pos. No.: Phone I Fax: (206) 612-6953 I Date: E-Mail: sung.u.cho@boeing.com Profis Anchor 2.8.5 2 Stitch Robot & Pallet Rac 11/11/2019 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,471 758 536 536 2 2,471 758 536 536 3 2,471 758 536 536 4 2,471 758 536 536 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 9,883 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Tension 01 04 02 Load N,,, [Ib] Capacity + Nn [Ib] Utilization pm = N,,,/+ Nn Status Steel Strength* 2,471 13,849 18 OK Pullout Strength* 2,471 13,904 18 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** 9,883 12,280 81 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Ne, = ESR value Nse z Nue Variables Ase N [in.2] refer to ICC-ES ESR-3187 ACT 318-14 Table 17.3.1.1 fut. [psi] 0.23 Calculations Nse [Ib] 21,306 Results Nsa [lb] 21,306 94,200 4 steel 0.650 4, Nsa [lb] 13,849 Nua [Ib] 2,471 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hith is a registered Trademark of Hilti AG, Schwan www.hilti,us Company: Specifier: Address: Phone I Fax: E-Mail: The Boeing Company Page: S. Cho Project: Sub -Project I Pos. No.: (206) 612-6953 I Date: sung.u.cho@boeing.com Profis Anchor 2.8.5 3 Stitch Robot & Pallet Rac 11/11/2019 3.2 Pullout Strength Npn =Np?a Nan 2 Nua Variables a 1.000 Calculations Results Nee [Ib] 21,391 refer to ICC-ES ESR-3187 ACI 318-14 Table 17.3.1.1 Np [lb] 21,391 concrete 0.650 to N. [Ib] 13,904 3.3 Concrete Breakout Strength ANc Ncbg = (AN go) W ec,N W ed,N W c,N W cp,N Nb Ncbg 2 Nua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) z ANca = 9 her Wec.N (1+1 2e'N s1.0 3 he W ad,N = 0.7 + 0.3 W cp,N = MAX � ac aC "J� Nb=kclah] cap, 151.0 1.5her j Ca,min 1.5hef .0 Variables hef [in.] eC1,N [in.] ec3,N [in.] Nua [lb] 2,471 ACI 318-14 Eq. (17.4,2.1 b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.42,2a) came [in.] W c.N 3.750 0.000 0.000 Gac [in.] kc X 7.250 17 1.000 Calculations AN. [in2] ANc€f [in 2] W ect.N 306.25 126.56 1.000 Results Ncbg [Ib] 4) concrete 4, N [Ib] 18,893 0.650 12,280 fc [psi] 4,000 ec2,N 1.000 Naa [Ib] 9,883 1.000 W ed,N 1.000 W cp,N 1.000 Nb [Ib] 7,808 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003.2009 HiIU AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hiiti.us Company: Specifier: Address: Phone I Fax: E-Mail: The Boeing Company Page: S. Cho Project: Sub-Proiect I Pos. No.: (206) 612-6953 I Date: sung.u.cho@boeing.com 4 Stitch Robot & Pallet Rac 11/11/2019 4 Shear load Load V. [lb] Capacity • V„ [lb] Utilization (iv = Vn Status Steel Strength* 758 5,625 14 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Concrete Breakout 3,032 26,450 12 OK Strength controls)** Concrete edge failure in direction ** N/A NIA N/A N/A ' anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength = (0.6 As.,v futa) Vsteel Vua refer to ICC-ES ESR-3187 ACI 318-14 Table 17.3.1.1 Variables As..v [in.2] fut. [Psi] 0.23 94,200 Calculations V,„ [lb] 9,375 Results Vsa [Ib] 9,375 41) steel 0.600 (0.6 Aea,v futa 9,375 Ib 4) Vs. [lb] VuA [Ib] 5,625 758 4.2 Pryout Strength (Concrete Breakout Strength controls) = k„ [(N.0) tx.N W rid,N c,N y cp,N ACI 318-14 Eq. (17.5.3.1b) A Vua ACI 318-14 Table 17.3.1.1 ANC see ACI 318-14, Section 17.4.2,1, Fig. R 17.4.2.1(b) ANc0 = 9 hZr ACI 318-14 Eq. (17.4.2.1c) W ec,N = + 2 eN .0 ACI 318-14 Eq. (17.4.2.4) 3 he WedN roAx(5.m, 1.5h,f) 5 1.0 Cac = k, x \rfa -, II cp,N Nb Variables her [in.] ect,n [in.] 2 3.750 0.000 W c,N Cac [in" 1.000 7.250 17 Calculations AN, [in.2] 306.25 Results Vcp, [Ib] 37,786 ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) ec2,N [in.] 0.000 X a 1.000 ;min [in.] fc [Psi] 4,000 ANc0 [in.2] W ect,N W ec2,N W ed.N cp,N Nb [lb] 126.56 1.000 1.000 1.000 1.000 7,808 CP concrete (1) Vcp9 [lb] 0.700 26,450 Vu, [Ib] 3.032 Input data and results must be checked for agreement wlth the existing conditions and for plausibility' PROFIS Anchor ( c ) 2003-2009 Hitti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www. hi Iti.us Profis Anchor 2.8.5 Company: Specifier: Address: Phone I Fax: E-Mail: The Boeing Company Page: S. Cho Project: Sub -Project I Pos. No.: (206) 612-6953 1 Date: sung.u.cho@boeing.com 5 Stitch Robot & Pallet Rac 11/11/2019 5 Combined tension and shear loads Pri J3v Utilization pry.v Wel Status 0.805 0,135 5/3 74 OK Nv = + <= 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading, PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The c factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and fcr Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schoen Hilti is a registered Trademark of Hilti AG, Schaan www.hilthus Profis Anchor 2.8.5 Company: Specifier: Address: Phone I Fax: E-Mail: The Boeing Company S. Cho (206) 612-6953 I sung.u.cho©boeing.com Page: Project: Sub -Project 1 Pos. No.: Date: 6 Stitch Robot & Pallet Rac 11/11/2019 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture (pre-setting) : df = 0.688 in. Hole diameter in the fixture (through fastening) : df = 0.813 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 7.1 Recommended accessories Drilling Cleaning • Suitable Rotary Hammer • - • Properly sized drill bit Coordinates Anchor in. Anchor it 4.688 Anchor type and diameter: HIT-HY 200 + HIT-Z 5/8 Installation torque: 708.060 in.lb Hole diameter in the base material: 0.750 in, Hole depth in the base material: 6.000 in. Minimum thickness of the base material: 7.750 in. 4.6 8 Setting • Dispenser including cassette and mixer • Torque wrench co 1.563 6.250 1.563 1 -3.125 -3.125 2 3.125 -3.125 3 -3.125 3,125 4 3.125 3.125 c.. c-r Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 HMI AG, FL-9494 Schaan I.lflti is a registered Trademark of Hldi AG, Schaan r www.hitti.us Company: Specifier: Address: Phone I Fax: E-Mail: The Boeing Company Page: S. Cho Project: Sub -Project I Pos. No.: (206) 612-6953 1 Date: sung.u.cho@boeing.com 7 Stitch Robot & Pallet Rac 11/11/2019 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the wdsting conditions and for plausibilityl PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schoen Him is a registered Trademark of Hilti AG, Schaan www.hilthus Profis Anchor 2.8.5 Company: Specifier: Address: Phone I Fax: E-Mail: The Boeing Company Page: S. Cho Project: Stitch Robot & Pallet Rac Sub -Project I Pos. No,: (206) 612-6953 I Date: 11/11/2019 sung,u.cho@boeing.com Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200 + HIT-Z 5/8 Effective embedment depth: hefQp = 3.750 in. (Norm = 4,000 in.) Material: DIN EN ISO 4042 Evaluation Service Report: ESR-3187 Issued I Valid: 4/1/2019 I 3/1/2020 Proof: Design method ACI 318-14 / Chem Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: 1„ x ly x t = 9.375 in. x 19,250 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 4000, fc= 4,000 psi; h = 8.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry, Installation direction: vertical downward Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based an a rigid anchor plate assumption. Geometry [in.] & Loading [Ib, in.113] Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan HIM is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.8.5 Company: Specifier: Address: Phone I Fax: E-Mail: The Boeing Company Page: S. Cho Project: Sub -Project I Pos. No.: (206) 612-6953 I Date: sung.u.cho@boeing.com 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,197 252 178 178 2 2,197 252 178 178 3 2,197 252 178 178 4 2,197 252 178 178 5 2,197 252 178 178 6 2,197 252 178 178 max, concrete compressive strain: - [960] max, concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 13,184 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load 2 Stitch Robot & Pallet Rac 11/11/2019 Load Nua [Ib] Capacity + Nn [Ib] Utilization = N,,,/+ N. Status Steel Strength* 2,197 13,849 16 OK Pullout Strength* 2,197 13,904 16 OK Sustained Tension Load Bond Strength' N/A N/A N/A N/A Concrete Breakout Strength" 13,184 19,298 69 OK ' anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value Nsa Z Nua Variables b "se,N [in.2] refer to ICC-ES ESR-3187 ACI 318-14 Table 17.3.1.1 fats (psi] 0.23 Calculations Nsa [lb] 21,306 Results Nsa [Ib] 21,306 94,200 steel 0.650 Nsa [Ib] 13,849 Nua [lb] 2,197 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003.2009 Hilti AG, FL-9494 Schoen Hilti is a registered Trademark of Hilti AG, Schoen www.hilti.us Profis Anchor 2.8.5 Company: Specifier: Address: Phone I Fax: E-Mail: The Boeing Company Page: S. Cho Project: Sub -Project I Pos. No.: (206) 612-6953 Date: sung.u.tho@boeing.com 3 Stitch Robot & Pallet Rac 11/11/2019 3.2 Pullout Strength N„ = Np ?\. 41 N„ a Nua Variables A. a 1.000 Calculations refer to ICC-ES ESR-3187 ACI 318-14 Table 17.3.1.1 N[lb] 21,391 Results N„ [lb] 4) concrete N„ [lb] Nua [Ib] 21,391 0.650 13,904 2,197 3.3 Concrete Breakout Strength Ncbg = (AA- l'iNcCo) ac,N y ed,N o,N 141cp,N Nb ACI 318-14 Eq. (17,4.2.1b) 41 Nay Nua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) 2 ANnO = 9 1 ec,N 1+ 2 eN 3 ha, 14, ed,N = 0.7 + 0.3 (ic.6amhiner .0 y cro MAX 1.c5her) S 1.0 C8GNb = X „ h5 Variables hat [in.] 3.750 cau [in.] 7.250 Calculations ANc [in.] 481.25 Results Nab, [Ib] 29,689 .0 ect,N [in.] 0.000 kc 17 ANco [in.2] 126.56 4) concrete 0,650 eo2,N [in.] 0.000 ACI 318.14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4,2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17,4.2.2a) Cam„ [in.] c,N 00 1.000 X a fu [psi] 1.000 4,000 141 esl,N 1.000 ec2,N lV ed,N 11 op.N 1.000 1.000 Nbb9 [Ib] Nua [Ib] 19,298 13,184 Nb [Ib] 1.000 7,808 input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan HIM is a registered Trademark of Hilti AG, Schaan (- • www.hilti.us Profis Anchor 2.8.5 Company: Specifier: Address: Phone I Fax: E-Mail: The Boeing Company Page: S. Cho Project: Sub -Project I Pos. No.: (206) 612-6953 I Date: sung.u.cho@boeing.com 4 Stitch Robot & Pallet Rac 11/11/2019 4 Shear load Load V„. [Ib] Capacity 4, Vn [lb] Utilization pv = Vn./. lin Status Steel Strength* 252 5,625 5 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Concrete Breakout 1,513 41,564 4 OK Strength controls)** Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vs. = (0.6 Ase,v fula) 4, Vsteel Vua refer to ICC-ES ESR-3187 ACI 318-14 Table 17.3.1.1 Variables Aso/ [in.2] fut. [psi] (0.6 A50,v twa) [Ib] 0.23 94,200 9,375 Calculations Vs. [Ib] 9,375 Results Vsa [Ib] 4, steel 4) V,. [lb] Vua [lb] 9,375 0.600 5,625 252 4.2 Pryout Strength (Concrete Breakout Strength controls) VcPg kcP Rdt lJ ec,N V ed,N W c,N Vcp,N Nb] ACI 318-14 Eq. (17.5.3.1b) Vcpg Vue AN, see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) AN,0 = 911,2g 1 Wec,N 3 hat Wed,N = 0.7 + O. .1 It cp.N = mAxt5a_./in 1.5hd) W S 1.0 X Cac Cac 1 . 0 ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17,4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) Nb = k, X a NIKh5 ACI 318-14 Eq. (17.4.2.2a) Variables haf [in.] ed,N [in.[ 2 3.750 0.000 ea,N [in.] 0. 0 0 0 c,N Cac [in.] kc a 1.000 7.250 17 1.000 Calculations AN, [] 481.25 Results \tam [lb] 59,377 Aria° [in.2] ecl,N 126.56 1.000 Vran [lb] 0.700 41,564 W ec2,N 1.000 Vaa [lb] 1,513 ca,mia [in.] [psi] 4,000 ed,N Wcp,N 1,000 1.000 Nb [lb] 7,808 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor 1 c ) 2003-2009 Hitt AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schoen www.hilti.us Profis Anchor 2.8.5 Company: The Boeing Company Page: Specifier: S. Cho Project: Address: Sub -Project I Pos. No.: Phone I Fax: (206) 612-6953 I Date: E-Mail: sung.u.cho@boeing.com 5 Stitch Robot & Pallet Rac 11/11/2019 5 Combined tension and shear Toads PN PV Utilization PN,V [%] Status 0.683 0.045 5/3 54 OK PNV "PI+PV G= 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The c factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the exlsdng conditions and for plausibility) PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan NI is a registered Trademark of Hilti AG, Schaan www.hltti.us Profis Anchor 2.8.5 Company: The Boeing Company Specifier. S. Cho Address: Phone I Fax: (206) 612-6953 E-Mail: sung.u.cho@boeing.com Page: Project: Sub -Project I Pos. No.: Date: 6 Stitch Robot & Pallet Rac 11/11/2019 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture (pre-setting) : df = 0.688 in. Hole diameter in the fixture (through fastening) : df = 0.813 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 7.1 Recommended accessories Drilling Cleaning • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor in. 4.688 Anchor type and diameter: HIT-HY 200 + HIT-Z 5/8 Installation torque: 708.060 in.lb Hole diameter in the base material: 0.750 in. Hole depth in the base material: 6.000 in. Minimum thickness of the base material: 7.750 in. 4.688 0 5 04 0 02 Setting • Dispenser including cassette and mixer • Torque wrench 0 0 1.563 6.250 1.563 Anchor x y C. C. C. c.), 1 3.125 -8.125 2 3.125 0.000 3 3.125 8,125 Anchor x c„ c+x c-r 4 -3.125 -8.125 5 -3.125 0.000 6 -3.125 8.125 Input data and resutts must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor ( c ) 2003.2009 Hilti AG, FL.9494 Schwan Hilti is a registered Trademark of Hitti AG, Schoen www.hilti.us Profis Anchor 2.8.5 Company: The Boeing Company Page: 7 Specifier. S. Cho Project: Stitch Robot & Pallet Rac Address: Sub -Project I Pos. No.: Phone I Fax: (206) 612-6953 I Date: 11/11/2019 E-Mail: sung.u.cho@boeing.com 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Sahaan Hilti is a registered Trademark of Hilti AG, Sahaan 0____Arzworisfc SCREEN FENCE ANCHOR DESIGN Copyright © 2019 Boeing. All rights reserved. DAP America Linear Robot Fence Anchorage Tukwila, WA Structural Calculations CALCULATIONS INCLUDED: These Calculations cover the anchorage for a premanufactured fence to be installed inside a building. 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 KPFF Project No. 1700723 10/9/19 Protect L / # r4r'1 ROPE7 j •_ - " '—= r by sheet no. dient ➢0-P 1 eg-ici 16015th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Job no. 170072_3 LINE A°sor 1)esign ( f) 5 I rn PSo'J H MJ 9 R 4-n. l G u A.R D RMc- Sy iTEi'i • S P 5; an i hrw, t o aol c4I/ 2/s o ?eft VI I .- xP 1,/ 0 i¢yvc rifrots c s srRvN� &D -2 WI 2.8 7 e C 73 MM.) Recommended Anchor Anchor Name Strong- Bolt) 2 - 3!8"0 CS Strong -Bolt 2 hnom 2 875" (73mm) Code Report ICC-ES ESR-3037 J 0 » 2.875" nominal o embed 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 protect L1 M g Dw 1 location T u, Kw!! 4 dlent D /cot date / sheet no. lob no. I1Do723 5,, ZI3 = 3.33 L o CA-s i S-Pi 3 * 1.33 FON Df-P IM1 cc- Po ST: Loq0u11, GRirrAiA Po-r -rs,. Ls ` 5 P s ° IA pen �r.,*s. A7 H&J 9-4. 1/4...4 is .2Do its 1.04d e. &� or sail/ I- ow< gAO T47 OF- Po'T; Ca S6 3f S P4c. w b oF PosT 7-`f L.o Cyr S F to 6dbs• .,.33 3‘7t1 Co. IS 3�'7 Ill 1607 5th Avenue, Suite 1600 5eattle, WA 98101 (206)622-5822 pro*, uN04-A location r client bh-P to*, sheet no. job no. 170072-3 1 Cp I 1 0 I 3,3V 5 v." so' At I 1 0 I)lu ot iod 4C/ktk7E CHL ry &he: vse soiPioP 57100 60L,r )ii‘ 6ofil or13 4 c .11 -"ICOKSLIrlb- • ! Ft. 1"" 111.410.14/1 fI V 11:10 :20 I 1 1 U 1:10 13500 Robater verfahrweg 12400 0534 11Pos.4ued19rim 61 d=�Pi6T CCKSLE 3,5 ft 1020 3,35 ft 3356 ._ V 1:10 Alt ing MUM, •'m 1:50 A 9liever 16.04,1019 v �As 1, 4,0* ' S. Sussteg 01.051019 r / s 0j torAid nwteleve ad, dr (reviler IC ret IGEGEKA age kpl, 502-4269-00.000 1 IA SIMPSON Anchor Designer Software Version 2.6.6703.1 1.Proiect Information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.375 Nominal Embedment depth (Inch): 2.875 Effective Embedment depth, Ns (inch): 2.500 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes hro, (inch): 4.50 cs, (inch): 6.00 Ow, (inch): 6.00 Smir, (inch): 3.00 Company: Date: 10/8/2019 Engineer: .- Page: 1/5 Project li A rohlg R4e0 r- Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 6.00 State: Uncracked Compressive strength, fc (psi): 4000 143c,v; 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at comers: No Ignore concrete breakout In tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 6.70 x 5.11 x 0.46 Yield stress: 34084 psi Profile type/sIze: HSS4X2X1/4 Recommended Anchor Anchor Name: Strong -Bolt® 2 - 3/80 CS Strong -Bolt 2, hnom2.875* (73mm) Code Report: ICC-ES ESR-3037 input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Te Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stronglie.com SIMPSON 0, • trongTie, Anchor DesignerTM Software Version 2.6.6763.1 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: U = 1.2(D + F) + 1.6(L) + 0.5(Lr or S or R) Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row. No Anchors only resisting wind and/or seismic loads: No Company: i" Fr'l; Date: 10/8/2019 Engineer $04/Aie Page: 2/5 Project: iA AirtAle 40epor Address: ru_ 64/1i."4. Phone: E-mail: Service level loads: D F L Lr/S/R Strength level loads N. [lbj: -350 0 0 0 -420 V.. [lb]: 0 0 0 0 0 V.y [lb]: 0 0 0 0 0 M. [ft-lb]: 0 0 0 0 0 My [ft-lb]: 0 0 1544 0 2470 M. (ft-lb): 0 0 0 0 0 <Figure 1> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company 'nc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON ksW, st;;,,s kyy <Figure 2> Anchor Designer TM Software Version 2.6.6703.1 Company: ;pp; Date: 10/8/2019 Engineer. , Page: 3/5 Project: Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong- rie Company inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Anchor Designer'" Software Version 2.6.6703.1 ). Resulting Anchor Forces Anchor Tension load, N. (Ib) Company: t1C. Date: 10/8/2019 Engineer /P/ Page: 4/5 Protect: Address: T s...e4ut c.0-- Phone: E-mail: Shear load x, V. (lb) Shear load y, V.r (ib) Shear load combined, O,.,)2+(V,ar)' (lb) 1 2594.1 0.0 2 2594.1 0.0 3 0.0 0.0 4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sum 5188.1 0.0 Maximum concrete compression strain (%e): 0,40 Maximum concrete compression stress (psi): 1725 Resultant tension force (Ib): 5188 Resultant compression force (Ib): 5608 Eccentricity of resultant tension forces in x-axis, e'N, (inch): 0.00 Eccentricity of resultant tension forces in y-axls, e'Nr (inch): 0.00 4. Steel Strength of Anchor In Tension (Sec.17,4.1) N. (Ib) 0 0N.. (Ib) 5600 0.75 4200 5. Concrete Breakout Strength of Anchor In Tension (Sec. 17.4.2) No = kJi..dfchr7 6 (Eq. 17.4.2.2a) kc Pc (psi) her (in) Nb (Ib) 0.0 0.0 Figure 3> 24.0 1.00 4000 2.500 6000 0Nmo =0(ANo/AroW)'P.oavy'w.N''c,NWep,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) Arm (in2) ANW (in2) c,mn (In) Y'«,N rP.d,N 'YGN SPcp,N No (Ib) 0 aiNmo (Ib) 81.38 56.25 36.00 1.000 1.000 1.00 1.000 6000 0.65 5642 6. Pullout Strength of Anchor In Tension (Sec. 17.4.3) 0Npn _ o'Pari.Np(Pc/2,500)" (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) y'c,v .i. No (ib) P' (psi) n ONon (Ib) 1.0 1.00 3340 4000 0.50 0.85 2746 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company nc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com t SIMPSON Anchor Designer Software Version 2.6.6703.1 Company: geP,P9 Date: 101812019 Engineer. Page: 5/5 Project: TIA, W 4/4-4 Address: Phone: E-mail: 11. Result& 11. I teraction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, fi/.. (Ib) Design Strength, oNn (Ib) Ratio Status Steel 2594 4200 0.62 Pass Concrete breakout 5188 5642 0.92 Pass Pullout 2594 2746 0.94 Pass (Governs) 3/8"0 CS Strong -Bolt 2, hnom:2.875" (73mm) meets the selected design criteria. Base Plate Thickness Required base plate thickness: 0.457 inch 12. Wamlnas - Designer must exercise own Judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and Installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5958 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 's\ \ yERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0365 DATE: 11/15/19 PROJECT NAME: BOEING #9-101 - STITCH MACHINE SITE ADDRESS: 9725 E MARGINAL WAY S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: f\-) P00 \\\61 Building Division Public Works kV\ kV Fire Prevention Structural 1J\ Planning Division Permit Coordinator pp PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 11/19/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 12/17/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initlals: 12/18/2013 1"\ 0 Some online services are currently unavailable. See a list of vi e ou es* 0:.,„hLahor 6 Industries (https,illni,wa.gov). Contractors BOEING COMPANY, THE Owner or tradesperson LOHR, MICHAEL Principals LOHR, MICHAEL, SECRETARY MCNERNEY, W (JAMES), PRESIDENT (End: 01/13/2017) WOLTER, CHRISTOPHER, TREASURER (End: 01/16/2015) READ, PAUL, SECRETARY (End: 02/07/2013) SHRONTZ, F A, SECRETARY (End: 02/07/2013) GIVAN, B E, SECRETARY (End: 02/07/2013) KING, C G, SECRETARY (End: 02/07/2013) BEIGHLE, D P, TREASURER (End: 02/07/2013) COLLINS, T J, TREASURER (End: 02/07/2013) BUDINICH, T M, TREASURER (End: 02/07/2013) WOODARD, R B, TREASURER (End: 02/07/2013) CRUZE, D D, TREASURER (End: 02/07/2013) CONDIT, P M, TREASURER (End: 02/07/2013) WA UBI No. 178 005 030 100 N RIVERSIDE M/C 5003-4027 CHICAGO, IL 60606-1596 312-544-2535 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. BOEINC*294ML Effective — expiration 07/13/1971— 01/22/2021 Bond FEDERAL INS CO Bond account no. 81312466 $12,000,00 PROJECT I SITE I In 7-127 �Q-53 99 VICINITY MAP FROM DOWNTOWN SEATTLE 900 'Po C EXIT PYIT 158 OXBOW LOT A EXIT 157- EXIT 157 599 FROM KENT 900 EAST MARGINAL WAY TUKWILA & AUBURN 99 CORPORATE PARK W DEVELOPMENTAL CENTER lwi� 1,01", 11 -1-1 21111-1 III, i � I r 11 -, 11, " go BOEINC3 DEVELOPIVI�ENTAL CENTER 9725 EAST MARGINAL WAY SOUTH TUKWILA, WASHINGTON 98108 00111111111121 MA 0 NO SCALE BUILDING 09-101 LOCATION I GENERAL NOTES I CONSTRUCTION SET OF DOCUMENTS, REVIEWED AND STAMPED BY CITY OF TUKWILA MUST BE ON SITE DURING CONSTRUCTION. DO NOT PROCEED WITH CONSTRUCTION WITHOUT ABOVE MENTIONED SET OF DOCUMENTS. 1. VERIFY ALL DIMENSIONS AND CONNECTIONS BEFORE ANY WORK. 2. NOTIFY FACILITY ENGINEERS SHOULD EXISTING CONDITIONS REQUIRE DESIGN REVISIONS. 3. COORDINATE WORK NTH OTHER CRAFTS. 4. RETURN THIS SAME SET TO THE CONSTRUCTION MANAGER AFTER COMPLETION. PROJECT CHECKLIST CHECK BOX M THESE DRAWINGS CONFORM TO THE 2015 I.B.C. CODES AND THE WAC 51-50 AS ADAPTED OR AMENDED BY LOCAL ORDINANCES AND COMPLIANCE WITH CITY OF TUKWILA ZONING. ED ENGINEERING CALCULATIONS ( IF APPLICABLE 0 ROOMS LABELED PER OCCUPANCY PER I.B.C. TABLE 10-A. El BUILDING FLOOR NUMBER ON PRINT FOR AREA OF CONSTRUCTION. NUMBER OF PRINTS REQUIRED FOR PERMIT PACKAGE: 11 1. GENERAL PERMIT (SHELL & CORE) 6 SETS OF ENERGY CALCULA11ONS 2 SETS OF CIVIL DRAWINGS NTH UTILITIES 2 SETS SOILS REPORTS, STAMPED BY GEOTECHNICAL ENGINEER 2 SETS STRUCTURAL CALCULATIONS 2 SETS PROJECT CONSTRUCTION SPECIFICATIONS 2 SETS TOPOGRAPHICAL SURVEY 2 COPIES OF LEGAL DESCRIPTION 5 SETS OF WORKING DRAWNGS 0 2. TENANT IMPROVEMENTS, 4 COMPLETE SETS [1 3. MECHANICAL, 2 COMPLETE SETS El 4. FIRE PROTECTION /SPRINKLERS, 2 COMPLETE SETS I YM REVISION BY APPROVED DATE I SYM REVISION BY APPROVED DATE A HAND TRIP RELOCATION J#57655800 WEM 10,03.07 F �STITCH MACHINE & PALLET RACK INSTALL WO# W6579013 S. CHO S. CHO 11.11.19 8 PALLET RACK INSTALLATION WO#13543729 SC TWH 10.17.12 C PALLET RACK INSTALLATION WO# W1609835 SC 05.06.13 D PALLET RACK INSTALLATION WO# 2424849 SC 11,19.14 E RELOCATE EXISTING PALLET RACK WC# W6868195 SC JMK 09.16.19 BRIEF PROJECT NARRATIVE INSTALL STITCH MACHINE - KUKA ROBOT PROTECTIVE SHOP SCREEN FENCE AND INSTALL S-6"W x W-01 x 12'-O"H PALLET RACK PER DRAWING ON FIRST FLOOR OF INDUSTRIAL BUILDING. THE PALLET RACK WILL BE STORING DR' CARBON FIBER UP TO MAXIMUM 10'-0" HIGH AND NO FIRE SPRINKLER SYSTEM IS REQUIRED. It IF I L!�� Permllit No. Plan review approval is su0ject to errors and omissions Approval of construction documents does �joj authorize the violation of any adopted code or ordinance Receipt of apDroveo Feld Copy and Y, ==11E Date� 1/ / 2_ 1.2-1 'A Citv ot T-w- 6 BUILDIN G D, SION SEPARATE PERMIT RE UIRED FOR: Mechanical Electrical Plumbing Gas Piping City of Tlukwila IL BUILDING DIVISION I REVISIONS No !�a!l te ��aae to the scope of Wori, Votnoul O� avoloval OT "ne Tukwila Building DwIsion, NOTE: Revisions will reouire a new plan Submittal and mav include additional plan review. --- - i DRAWING INDEX SHEET NO� DRAWING NO� SHEET TITLE REX NO. DATE G 0 0 09-101-GO TITLE SHEET F 11.11.19 11 01 A01 09-101-lAO1 FIRST FLOOR PLAN (COL. A-Z/1-23) K 11.11.19 1S462 09-101-1S462 PARTIAL FLOOR PLAN (COL. G-J/9-13) 11.11.19 S596 09-101-S596 PALLET RACK SCHEDULE AND DETAILS C 11.11,19 S653 09-101-S653 SECTIONS AND DETAILS 11.11.19 I CODE SUMMARY I LAND USE CODE BUILDING CODES OCCUPANCY GROUP CONSTRUCTION TYPE FLOOR AREAS: BUILDING FOOTPRINT BUILDING GROSS TUNNEL FIRST FLOOR MEZZANINE EFFECTED AREA BUILDING HEIGHT STORIES OCCUPANT LOAD: HANDICAPPED REQUIREMENTS FIRE PROTECTION SEISMIC CITY OF TUKWILA 2015 I.B.C. CODES AND THE WAC 51-50 AS ADAPTED OR AMENDED BY LOCAL ORDINANCES, AND COMPLIANCE WITH CITY OF TUKWILA ZONING. GROUP B AND GROUP F, DIVISION I (OFFICE AND FACTORY) TYPE B, NON-COMBUSTIBLE SEPARATION 60 FEET (MINIMUM ALL SIDES) 295 878 (UNLIMITED PER IBC 507.3) 713:829 1,116,306 50,910 713,829 REVIEWED FOR 0 nECEIVED 55,689 CODE,,ICOMPLIANCE CITY OF TUI(WILA APPROVED 55 SF OF STORAG . NOV 15 2019 111 Fr. MAXIMUM NOV22 1 FA� PERMIT CENTER OVERALL (NO CHA GESPitY of Tukwila BARRIER FREE BUrLDING DIVISION FULLY AUTOMATIC, F/S CLASS I SPRINKLERS THROUGHOUT SDC "D " a-- — UKAWrl SUBTFFLE ACCEPTABILITY SIC THIS DESIGN AND/OR CHECKED TITLE SHEET SPECIFICATON IS APPR I!NUWEER"— 1rrLE 'PROVED BY DEPT, I DATE Sc STITCH MACHINE & PALLET RACK INSTALLATION t_ CHECKED APPROVED BUILDING 09-101 PERMIT MASTER DEV. CENTER. WA 911=1 I 09-101 -Go 1� FIRST FLOOR PLAN -*11114 SCALE: NONE I Z I REIASION BY I APPROVED DATE I SYM REOSION 13Y 1 APPROVED DATE MIC EXPANSION 180450-00 TWH 12.03.08 - RECORD DRAWING 33205-10 DLR GROUP JB 01.01.19 NEW 35' DOOR WO#11111147 TWH 10.14.10 K RELOCATE PALLET RACK W6868195 S. CHO JIVIK 09.16.19 HUSTLE OLT WO#11246633 SC TWH 03.24.11 L INSTALL STITCH ROBOT & PALLET RACK W6579013 S. CHO JMK 11.11.19 REDLINES C007 11045.DO1 NC DLR GROUP RJV 10.02,12 ADC THERMOPLASTICS AFP 33205-10 DLR GROUP JB 06.28.17 lowl COMBINED OCCUPANT LOAD TOTAL EXIT CAPACITY (ED PANIC DEVICE FIE FIRE EXTINGUISHER GENERAL NOTES REFERENCE DRAWINGS CONSTRUCTION NOTES nA In, 1� I� T T Y T T T� F ACCEPTABILITY A - 06.28.17 THIS DESIGN D/OR CHECKED EXITING PLAN SPECIFICAMN IS APPROVED rRmNrm- TrrLE 'PROVED BY I DEPT. I DATE INSTALL STITCH ROBOT & PALLET RACK CHECKED APPROVED BUILDING 09-101 APPROVED ARCHITECTURAL MASTER DEV. CENTER, APPROVED ijt:t;rlvctp CITY OF TUIGIVILA NOV 2 2 2019 NOV 15 2019 City of Tukwila PERMIT CENTER BOL DATE W65790131 L 11.11.19 SHEET SEQUENCE NO. 1A01 W657901 3 WA, DWC NO. 09-101-*lAO1 LEGEND NON SPECIFIC, NOTE APPLIES TO ROOM H j a SPECIFIC, NOTE APPLIES TO SPECIFIC ITEM IG9 IIH9 12H9 - - - - ---------- 9 GENERAL NOTES -- ------------------ 1 CONTRACTOR/MILLWRIGHT SHALL VERIFY ALL DIMENSIONS IN THE FILED PRIOR TO FABRICATE OR INSTALL. ANY I VARIATIONS FROM THE DRAWINGS SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE FACILITY ENGINEER. V7 DIMENSIONS ON DWGS ARE APPROXIMATE. 2. ALL POST -INSTALLED ANCHOR BOLTS SHALL SUBJECT TO PR5 SPECIAL INSPECTION PER IBC 2015 CHAPTER 17. 3. DRILLED -IN CONCRETE ANCHORS: DRILLED -IN CONCRETE ANCHORS OF SIZE, NUMBER AND SPACING AS SHOWN ON THE DRAWINGS SHALL BE HILTI-FASTENING SYSTEMS "HIT-RE-500-SD" ADHESIVE. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S _x PUBLISHED RECOMMENDATIONS, AND ESR REPORT L_J ESR-2322. REFERENCE DRAWINGS SEE DWG. 9-101-1S67 & lS73 FOR SLAB PLAN CONSTRUCTION NOTES INSTALL ONE (1) 10'-0" SECTION PALLET RACK (PR5). lS4621S653 i�:>n REFER TO SHEET S596 FOR PALLET RACK INSTALLATION. VENDOR PROVIDED NEW OPEN GRID SCREEN FENCE. 2 MAN 2 7 8 EMBEDMENT OR APPROVED EQUAL. GATE MAN 1S*462 S6T3 GATE INSTALL KUKA ROBOT WITH RAIL BY VENDOR. INSTALL HILTI ANCHOR ROD 5/8"0 x 6" LONG WITH HIT-RE-500-SD ADHESIVE EPDXY OR APPROVED EQUAL. WEIGHT OF KUKA ROBOT = 3,814 LBS WEIGHT OF RAIL = 9,903 LBS 2 INSTALL CONTROL CABINETS BY VENDOR. INSTALL END EFFECTOR CHANGING TABLE BY VENDOR. E lS462 S663 19.5' WIDE L M N G E SLIDING GATE 11. 8'x 15.4' SWING GATE 03b..> SCREEN FENCE ELEVATION SCALE: N.T.S. ryl* MAN GATE lS60 lS61 lS62 lS63 1 S64 lS65 lS66 1p lS68 lS69 1S70 IIS71 lS72 1 73 lS74 lS75 lS76 lS77 lS78 lS79 lS8O lS81 lS82 lS83 Et n19 20 lS84 lS85 lS86 lS87 lS88 lS89 lS9O lS91 lS92 lS93 RECEIVE[) 1 L94 isgi Tq—yRv\ E—D F40'RL ram: CITY OF TUI(WILA Cc 9UiIl@CE APPROVED STITCH MACHINE KUKA ROBOT INSTALLATION rf� NOV 15 2019 9-101.1 KEY FILM NOV.22 20 SCALE: 1/8" l'-O" 1 AQL1 S 52 pF RMIT CENTER 0 2 4 6 8 Citv of Tuftfila *ISION sym REVISION BY APPROVED DATE SYM REVISION By APPROVED DATE G U. ACCEPTABILITY THIS DESIGN AND/OR DRAWN S. CHO DATE lU5.19 SUBTITLE PARTIAL ENLARGED PLAN CURRENT REVISION W65790 Woo 13 SYMBOL DATE 11.11.19 INSTALL snTCH MACHINE & PALLET RACK WO# W6579013 S. CHO S. CHO 11.11.19 CHECKED SHEET 1S462 SEQUENCE NO. n SPECIACATION I APPROVED APPROVED BY DEPT. DATE ENGINEER S. CHO 11.06.19 TITLE STITCH MACHINE INSTALLATION BUILDING 09-101.1 CHECKED APPROVED 43 2 I NO� 09-101-1S462 ISTRUCTURAL MASTER COL. G-J/9-13 DEV. 'CENTER, WA'DWG 10'-2 1/8" -(a ee) - Lo Lo 2 Tyri , SEE SCHEDULE TYP 1/4 I R F 0.531" SQUARE ---STRUT, TYP �> + q3/ C1006 COLD HEAD QUALITY Li R1/8" BEAM SAFETY LOCK PIN Lu TYP LLJ LM30: 12 GA ASTM A570 GR50 688"±.020 -----DIAGONAL, TYP FRAME COLUMN DETAIL Ej CD :D LENGTH, SEE FRAME ASSY 1 1/2" cli AV BASE PL TYP 344'.010 1±1 56"+-.005 14 GA ASTM A570 GR50 C1010 COLD HEAD QUALITY STRUT & DIAGONAL DETAIL BEAM BRACKET STUD -TYPICAL FRONT ELEVATION rA_-� SCALE: 1/2"=l'-O" 1Al2, o A lS4(6p2S596 4<DC NOTE: THE COLUMNS, STRUTS, DIAGONALS, AND BASE PLATES ARE SUPPLIED BY THE MANUFACTURER AS REFABRICATED UPRIGHT FRAME ASSEMBLIES. TYPICAL END ELEVATION -SINGLE ROW PALLET RACKS rp_'� SCALE: 1/2" = l'-O" 1Al2, 1S 5 4,jS572 PALLET RACK SCHEDULE RACK SHELF UPRIGHT UPRIGHT UPRIGHT BEAM BEAM BEAM END BEAM END NUMBER SHELF HEIGHTS REMARKS IDENTIFIER CAPACITY COLUMN FRAME COLUMN TYPE LENGTH BRACKET BRACKET OF ABOVE FLOOR (POUNDS) TYPE WIDTH HEIGHT TYPE WELD TYPE SHELVES (INCHES) PR1 1500 LM30 40" 14'-0" LBC55 14'-0" 4 PIN D 3 48", 90", 132" SEE CONSTRUCTION NOTE 1. (USED PARTS) PR2 3000 LM30 48" 12'-0" LBF576 14'-0" 4 PIN D 2 48 , 96 SEE CONSTRUCTION NOTE 2. PR3 1500 LM30 40" 12'-0" LBF453 10'-0" 4 PIN D 4 11 ", 55", 83", 111" SEE CONSTRUCTION NOTE 1 & 3. (USED PARTS) PR4 1000 LM30 40" 12'-0" LBF453 10'-0" 4 PIN D 3 55", 83", 111" SEE CONSTRUCTION NOTE 1 -v -v - - (Y,5� , �ATS) , t� ,D 4=2%1- 1500 LM30 - 40" 1� 12'-0" - LBF453 14 - 10'-0" - 4 PIN B -4- 3 -4- _4� 36", 72", 108" 46 #k , 16 � 4- -Z V� SEE CONSTLCTIONT NOTE 4w - .- *k *. - - GENERAL NOTES 1. ALL NEW RACK COMPONENTS SHALL BE MANUFACTURED BY SPACERAK (FORMERLY LODI METAL TECH). 2. NEW COLD FORMED RACK COMPONENTS SHALL BE ASTM A1011 GRADE 55, Fy=50 KSI YIELD STRENGTH STEEL UNLESS NOTED OTHERWISE. 3. SPECIAL INSPECTION IS REQUIRED FOR ANCHOR BOLT INSTALLATION. SEE ANCHOR BOLT DETAIL ON THIS SHEET. 4. INSTALL BOEING STANDARD WIRE RACK SHELVING UNITS ON ALL SHELF BEAMS. 5. INSTALL 24" HIGH COLUMN PROTECTORS AT THE BOTTOM OF ALL COLUMNS THAT FACE THE DIRECTION OF LOADING. 6� INSTALL ONE 3/8" DIA HEX HEAD BOLT AND NUT THROUGH BEAM BRACKETS AND COLUMNS, AT EACH BEAM TO COLUMN CONNECTION (AS A BEAM RETENTION SAFETY DEVICE). 7, WHEN BACKSTOP BEAMS ARE PURCHASED, THEY SHALL BE THE SAME MODEL BEAM AS IS USED FOR NEW SHELF BEAMS, WITH 4-PIN END BRACKETS AND TYPE D WELDS (U.N.O.). 8. INSTALL SHELF LOAD CAPACITY SIGN ON EVERY SHELF OF EACH SEGMENT OF RACK. Sym REVISION BY I APPROVED DATE - INSTALL PALLET RACK (COL M-N/2-3) WO#13543729 SC TWH 10.17.12 A INSTALL PALEr RACK (COL W-X/6-7) WO# W1609835 SC TWH 05.06.13 B INSTALL PALLET RACK (COL M-P/13-15) WO#W2424849 SC SC 12.12.14 C INSTALL PALLEF RACK (COL H-J/9-10) WO# W6579013 SC SC 11.11.19 CONSTRUCTION NOTES INSTALL THREE 14'-0" LONG PALLET RACKS PER ARCHITECTURAL PLAN (09-101-1Al2). INSTALL TWO (2) SHELF 14'-0" LONG PALLET RACKS PER PARTIAL FLOOR PLAN (09-101-1S456). INSTALL 10'-0" LONG SHELF PALLET RACKS PER PARTIAL t FLOOR PLAN (09-101-2S451). C INSTALL 10'-O:G SHELF PALLET RACKS PER PARTIAL LON RFLOOR PLAN (09-101-lS452). REVISION I BY I APPROVED I DATE It's l7a, 19/32'% (4) HOL BASE: 3/8" PLATE, ASTM A36 FOUR 1/2" DIA ANCHOR BOLTS REQUIRED BASE PL TO COLUMN DETAIL mwill KET EA AM NOTE: TYPE D WELD IS DEFINED AS "ALL AROUND" WELD BETWEEN BEAM SECTION AND END BRACKET, AND IS REQUIRED FOR ALL NEW BEAMS. (TYPES A, B, AND C WELDS HAVE SOME, BUT NOT ALL OF THE CONTACT SURFACES WELDED; THEY EXIST ON MANY OF THE BEAMS PURCHASED IN THE PAST. TYPE B WELD AT BEAM END BRACKETS ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY I DEPT. I C BEAM BRACKET BEAM LENGTH PER SCHEDULE 0 0 BEAM SECTION ASTM A570 GR50 BEAM ASSEMBLY 19/32"0 (2) HOLE 13ASE: 3/8" PLATE, ASTM A36 TWO 1/2" DIA ANCHOR BOLTS REQUIRED BASE PL TO COLUMN DETAIL F-:�IFI t) I BEAM BRACKET ASSY, TYP EA END OF BEAM NOTE: TYPE D WELD IS DEFINED AS "ALL AROUND" WELD BETWEEN BEAM SECTION AND END BRACKET, AND IS REQUIRED FOR ALL NEW BEAMS. (TYPES A, B, AND C WELDS HAVE SOME, BUT NOT ALL OF THE CONTACT SURFACES WELDED; THEY EXIST ON MANY OF THE BEAMS PURCHASED IN THE PAST. TYPE D WELD AT BEAM END BRACKETS SPRING-.030 C1075 SPRING STEEL HARDENED TO RC44-48 CROSS STAKE SPRING LOCK ASSY L K OC - BRAC KET 7 GA 0 ASTM 570 GR36---j STUD, TYP CROSS STAKE, TYP-k �4) PLCS 4 PIN") 1 "5/ 110.17.12 PALLET RACK SCHEDULE AND DETAILS __ .1 10 1� 712 BUILDING 09-101 STRUCTURAL MASTER COL� BEAM BRACKET ASSY 4 mm 1/2"0 HILTI KWIK BOLT TZ C"4 4 uJ m mi UJ REVIEWED R0__R In lCf,)r)FZd-nRADl 11 NOV 2 2 2019 ANC 0 Rtyk&wl. E ON 11] G* 13Utle [L G DIVI BUILDIN WIRRINT 111,1.N WO# W65790131s"m"c SHEET S596 a (2 1/2" MIN FOR 5" SLAB) nECEIVEt) CITY OF yuKWILA AIL NOV 15 2019 pERMrr CENTER C I DATE D� DEV. CENTER, 09-101-S596 LEGEND NON SPECIFIC, NOTE APPLIES TO ROOM SPECIFIC, NOTE APPLIES TO SPECIFC ITEM 19'-3 1/4" 3'-0 5/8" SLIDING CATE GENERAL NOTES L 1 CONTRACTOR/MILLWRIGHT SHALL VERIFY ALL DIMENSIONS ----------- ------ VARIATIONS FROM THE DRAWINGS SHALL BE BROUGHT TO 7 THE IMMEDIATE ATTENTION OF THE FACILITY ENGINEER. 44 -- - ----- - C"i DIMENSIONS ON DWGS ARE APPROXIMATE. --j- j - - - t-H --1- 71 - 7H L. I 1 1. 1 1 1 1 1 SPECIAL INSPECTION PER IBC 2015 CHAPTER 17. . ..... I I -A IA L.A.A.- 1-1 I-L LILT H±h 4-411 1.1 1 1 1 1 1 1 1 3. DRILLED -IN CONCRETE ANCHORS: DRILLED -IN CONCRETE 1.1 1 1 1 tam ANCHORS OF SIZE, NUMBER AND SPACING AS SHOWN ON HHH THE DRAWINGS SHALL BE HILT[ -FASTENING SYSTEMS LL L. "HIT-RE-500-SD" ADHESIVE. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED RECOMMENDATIONS, AND ESR REPORT ESR-2322. AEST ELEVATION SCALE: 3/8" l'-O" lS4621S65'3 REFFRENCE DRAWINGS 15'-5 3/8" SEE DWG. 9-101-11S462 FOR LAYOUT PLAN. SWING GATE 0 CONSTRUCTION NOTES 1. STITCH ROBOT AND FENCE SHALL BE PROVIDED AND INSTALLED BY VENDOR. FT-F 1111111 1 1 Hit S653 Yx) - S653 2'-6 3/4" NORTH ELEVATION ROBOT ELEVATION SCALE: 3 8" 1' -0" 1S46 ,4S653 SCALE: 1/2" 1'-O� 1S�6 S6 3 STITCH ROBOT TRACK o BASE BY VENDOR CIO 0 0 Nu� 0 0 SCREEN FENCE P!!j & BASE PLATE R VT T�T SIMPSON STRONG -TIE 4) 3/8"0 x 3-1/2" HILTI ANCHOR ROD (MIN. 2-7/8" EMBED) HIT -Z 5/8"0 x 6" OR APPROVED EQUAL OR APPROVED EQUAL. FIECEIVED REVIEWED IF "ITY OF TUK%VILA CODE COMPLIANCE DETAIL DETAIL APPROVED NOV 15 2019 c� SCALE: 1-1/2" l'-O" S�5 3 �[S65! SCALE: l'-O" S65 S653 NOV 2 2 2019 PERMIT CENTER City of Tukwila BUILDING DIVISION M sym REVISION Elf APPROVED DATE sym REVISION BY APPROVED DATE U. ACCEPTABILITY D sc DATE 11.11.19 SUBTrrLE SECTION AND DETAILS CURR WO# W6579013 11.11.19 STITCH ROBOT & PALLET RACK WO# W6579013 S. CHO 11.11.19 CHECKtU 0 THIS DESIGN AND/OR SPECIFICATION IS APP D SHEET SEQUENCE NO. > APPROVED BY I DEPT. DATE 1K TrFLE STITCH ROBOT & PALLET RACK S653 CHECKED BUILDING 09-101.1 APPROVED 3*1 43162 4re-4 ISTRUCTURAL MASTER DEV, CENTER, WA JAPPRTV—ED — NO. 09-101 -S653