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Permit D19-0277 - GCR TIRES - STORAGE RACKS
GCR TIRES 18191 SEGALE PARK B DR D19-0277 Parcel No: Address: 0 ��^�xx °~� Tukwila ~.8~� x�o v ��n^w��oa Department of Community Development 63VVSmuthcenue,Boulevard, Suite wz0V Tukwila, Washington 98100 Phpne:ZO6'431-367V Inspection Request Line: 206'438'9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 3523049119 l8l9lSEGALEPARK BDR Project Name: G[RT|nES Permit Number: Issue Date: Permit Expires On: Dl9'O277 9/20/2UI9 3/18/2OZU LIT INDUSTRIAL LIMITED PART Address: Contact Person: Nome: M8lTPREV0ST Phone: (425)207'0058 Address: }OOSVYl65T'RENTUN'WA, 98057 Contractor: Name: K4RRACKS LLC Phone: (425)207-0058 Address: 500SVV l0THST,RENTDN,WA, 98055 l717[N[K|NNEYAVE 5TE190O' License No: MRRACRL924BN Lender: Name: GCR TIRES Address: l8l9lSEGALEPARK BDR, nJKVV|UA, WA, 98188 Expiration Date: 1/17/2020 DESCRIPTION OF WORK: INSTALL 82 BAYS OF PALLET RACK. Project Valuation: $30\400�00 Type p{Fire Protection: Type nfConstruction: V8 Electrical Service Provided by: Sprinklers: YES Fire Alarm: YES Fees Collected: $1,225^32 Occupancy per IBC: S-2 Water District: Sewer District: Current Codes adopted hythe City ofTukwila; International Building Code Edition: international Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: as Code: National Electrical Code: VVACities Electrical Code: VVA[29646B: Code: ublic Works Activities: [hanne|ization/Sthp|ng: IOWA [urbCut/Acces$Sidevva|h: Fire Loop Hydrant: Flood Control Zone: HauUng/OversizeLoad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: O Number: O No Permit Center Authorized Signature: ,� Date: ' -�� � ' — 'y | headwcertify that | have read and examined this permit and know the same tn betrue and correct. All provisions oflaw and ordinances governing this work will becomplied with, whether spedfied heroin or not. The granting of this permit does not presume togive authority to violate orcancel the provisions ofany other state orlocal laws regulating construction urtheperfonnanceofwmrh. {amauthorized tosign and obtain this development permit and agree tothe cnndi4nnsattached tothis permit. Signature: Print Name: �� ume'«� I ~-~~1 This permit shall becorne null and void if the work is not commenced within 180 days for the. date of issuance, or if the work is suspended orabandoned for aperiod of18Odays from the last inspection. PERMIT CONDITIONS: l: The activation device for the ceiling smoke vents tnhave aminimum temperature rating cf 360degrees. 5: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated atone extinguisher for each l'50Osq.ft. ofarea. The extinguisher(s)should bnnJthe "All Purpose" (3\4O8I)dry chemical type. Travel distance toany fire extinguisher must bp75'orless. (|FC 9063)(NFPA10,5�4) 3: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having gross weight not exceeding 40 pounds (18 kg) s1hall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top isnot more than 3.5feet (IO67nnm)above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (|F[S067and |F[ 906.9} 3: Extinguishers shall be located in conspicuous locations where they will he readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (|FC906.5) 4: Fire extinguishers require monthly and yearly inspections. They must have atag orlabel securely attached that indicates the month and year that the inspection was performed and shall identity the company or person performing the service. Every six years stored pressure extinguishers shall beemptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will berequired toconduct these required surveys. (NFPAl0,72'7.3) 6: Maintain fire extinguisher coverage throughout. V: Maintain fire alarm system audible/visual nntifioadun. Addition/relocation of walls or partitions may require relocation and/or addition ofaudible/visual notification devices. (City Ordinance #Z437) 7: All new fire alarm systems or modifications to existing systems shall have the written,approval of The Tukwila Fire Prevention Bureau. Nowork shall commence until afire department permit has been obtained. (City Ordinance #Z437)(|F[90l2) 9: Clearance between ignition sources, such as light fixtures, heaters and flame -producing devices, and combustible materials shall bemaintained inanapproved manner. (|F[305l) 10: Storage shall be maintained Zfeet ormore below the ceiling in nonsprink|ped areas ofbuildings or minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC3lS.11) II: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall bemaintained. 12: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ofsuch condition orviolation. 13: These plans were reviewed byInspector 5I1. |fyou have any questions, please call Tukwila Fire Prevention Bureau a<(ZO6)57544U7. 14: 'BUILDING PERMIT [ONDnlDNS*~* 15; Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval, 16: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 17: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 18: All rack storage requires a separate permit issued through the City of Tukwila Permit Center, Rack storage over 8-faetin height shall be anchored or braced to prevent overturning ordisplacement during seismic events, The design and calculations for the anchorage or bracing slhaU be prepared by a registered professional engineer licensed inthe State nfWashington. Periodic special inspecdombrequired during anchorage ofstorage racks 8feet orgreater inheight. 19: There shall be no occupancy of a building until final inspection has been completed arTd approved by Tukwila building inspector. No exception. l[t VALIDITY OFPERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances ofthe City ofTukwila shall not bevalid. The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the corrrection of errors in the construction documents and other data. 21: 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 atimely manner. 22: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall hesubmitted tothe Building Official. The final inspection report 5haUbeprepared bythe approved special inspection agency and shall be submitted to the Building Official prior to and as a condition offinal inspection approval, PERMIT INSPECTIONS REQUIRED - Permit Inspection Line: (3V5)43g-935O 1700 BU|LD|mGF|NAL~~ I400 FIRE FINAL 4046 S|'EPDXY/EXPCONC 6c2- Tenant Name: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. b 0)-77 Project No. Date Application Accepted: I Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail. **Please Print** SITE INFORMATION King Co Assessor's Tax No.: a 0-7 2_ ( - 0 Site Address: 1 34.514(e_ Suite Number: Floor: New Tenant: . Yes L1..No K"'")q a, q se PROPERTY OWNER Name: Lt-r- 4.1,44flJ ton_ Address: City: State: Zip: CONTACT PERSON - person receiving all pro.ect communication Name: YVI ligrr -PYx4A,OS-t- jt Address: S-0 0 6 ct ..) i (0 ..C.-frk City: ftJ 4,J State: (....„),A_ Zip Phone: 4 2s- Lo -7 5 es Email: vi...4 06,--rc cip iittf...._ (2.444. DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE Name: Address: City: State: Zip: Phone: Email: GENERAL CONTRACTOR INFORMATION Company Name: gtil ei,,r1,0„..ae. Lt....L.. Address: 500 3) 1 (0 4.4."-- ,•1— City: r/.....e,vj t3 State,/A- Zipq 305- Phone: ii 2...,s- _ 2_0) .._ 0 0 s Es St Contr Reg No.: till 44444_1_1 4 ,o/biot Tukwila Business License No. ki s 45(0 ARCHITECT OF RECORD Company Name: Address: City: State: Zip: Phone: Email: ENGINEER OF RECORD Company Name: .514 L. e Address: I I i.5‘.3 S.- C.tivz *kis 5+ E cit)o 1,,ifr ,gtate: zipl, 1-7- z.}- Phone: C7 oci go 0 gq Email: LENDER - WHO IS FUNDING THE PROJECT (required for projects $5,000 or greater per RCW 19.27.095) N. : I Address: / i 0 1 0 I ..... : Zip: MONTHLY SERVICE BILLING -or- WATER METER REFUND/BILLING Name: Address: City: State: Zip: Phone: W:Tennil Center (Rochelle) Applications \Word\ Construction Permit Application Revised 6-2019.docx Revised: lune 2019 Page 1 of 3 Automatic Fire Alarm El None BUILDING DIVISION INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 3 D( Describ the scope of work (please provide detailed information): 0 Existing Building Valuation: $ • 4444,d t f1/4I Will there be new rack storage? .. Yes .. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC lst Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Garage 0 Attached 0 Detached Carport 0 Attached El Detached Covered Deck Uncovered Deck PLANNING DIVISION INFORMATION — 206-4 - 670 Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) C)/--/S r /C, 0 0 *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Will there be a change in use? 0 Yes Compact: Handicap: No If "ycs", explain: FIRE PROTECTION/HAZARDOUS MAIER1AI S 206-575-4407 Sprinklers Will there be storage or use of flarnmable, combustible or hazardous materials in the building? Yes 0 No If 'yes', attach list of materials and storage locations on a separate 8-1/2" x I I" paper including qua es nd Mae rial Safety Data Sheets. LA, 6 6 -e-/---‘1 -t(2-& 0 Other (specify) PUBLIC WORKS FORMATION — 206-433-0179 0 ...Permanent Water Meter Size (1) . 0 ...Temporary Water Meter Size (1). Ej ...Water Only Meter Size 0 ...Sewer Main Extension Public 0 WO 4 (2) " WO # (3) " WO 4 WO 4 (2) " WO 4 (3) " WO 4 WO # El ........Deduct Water Meter Size 9/ Private 0 0...Water Main Extension Public 0 Private 0 WAPermit Center (RachelleRApplications \ Word \Construction Permit Application Revised 6,2019.docx Revised: June 2019 Page 2 of 3 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 OW E ' OR U' y,1 RI D " GENT: Signature: Date: (6/7L 24 15 Print Name: C l RAN OST- j _- 1 I ay Telephone: L4 2,5- Zi3 1 ` OOSS Mailing Address: 500 3(-ti , Qp 4AA. S (2j�Jdr� WF ! 04? City State Zip W:\Permit Center (Rachelle)\Applications\Word\Construction Permit Application Revised 6-2019.docx Revised: June2019 Page 3 of 3 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK '': PAID $1,225.32 D19-0277 Address: 18191 SEGALE PARK B DR Apn: 3523049119 - $1,225.32 DEVELOPMENT $1,190.02 PERMIT FEE R000.322.100.00.00 0.00 $706.07 PLAN CHECK FEE R000.345.830.00.00 0.00 $458.95 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $25.00 TECHNOLOGY FEE $35.30 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R18403 R000.322,900.04.00 0,00 $35.30 $1225.32 Date Paid: Friday, August 23, 2019 Paid By: MR RACKS Pay Method: CHECK 9091 Printed: Friday, August 23, 2019 9:19 AM 1 of 1 Y TEM5 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 bI9O277 Pro 'ect: T e of lno s a tip n: rill/Al-- Address: Date Called: Special Instruct ns: 'N‘' )( 9 ,� r t Ve = Date Wanted; �' a.m. p.m. Requester: Phone No: Approved per applicable codes. COMMENTS: Corrections required prior to approval. • pec Gate: 11 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 43 670 Permit Inspection Request Line (206) 438-9350 Project: 6 apv ---r Ages Type of Inspection: *.r: PfAidY datiCo Address: Date Called: _,,_ Special Instruteon : tik VLVt Date Wanted: 20 OW Plmm- eguesier . /41- r-i---- (7,..-• 33 0 / a _ Ph Nix one zaeo 4,9 7 - / azi I Approved per applicable codes. 0 Corrections required prior to approval. COMMENT • , . . , lnspector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. SPECIAL PRODUCTS TANK SUPPORTS MACHINERY RACKBLDGS SHEDS MEZZANINES FOOTINGS CONVEYORS TALL SUPPORTS HEADER STEEL SORT PLATFORMS PICK MODULES ROOF VERIFICATION INC MATERIAL HANDLINg_ENGMERING FST 1,1R5 FILE STORAGE RACKS SELECTIVE DRIVE-IN PUSH BACK FLOW RACK CANTILEVER OTHER SERVICES SEISMIC ANALYSIS PERMIT ACQUISITION EGRESS PLANS STATE APPROVALS PRODUCT TESTING Licensed in 50 States Analysis of Storage Racks for GCR TIRES 18191 Segale PK DR , Tukwils , WA Job No. 19-2268 Approved by: Sal E. Fateen, P.E. 8/21/2019 #29'.i8 I 9%. 02 7 EXPIRES 04-12-2020 , -s'-.Cf44E8.22 signed by Sal Digitally SHELVING METAL METAL/WOOD MOVABLE GONDOLAS LOCKERS CATWALKS SPECIAL PRODUCTS SHUTTLES VLM CAROUSELS VRC MODULAR OFFICES FENCES REVIEWED FOR CODE COMPLIANCE APPROVED ?r:DsEp 17 201,P • City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 23 2019 PERMIT CENTER 1130 E. Cypress St Covina, CA 91724 (909) 869-0989 MATERIAL HANDLINGEN'GWERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DA 1E: GCR TIRES Mr. Racks_Matt Prevost 18191 Segale PK DR Tukwils , WA 1 banjarjian 8/21/2019 PN: 20190703_12 Table of Contents Parameters Components and Specifications Loads and Distributions Basic Load Combinations Longitudinal Analysis Column & Backer Analysis Beam Analysis Beam to Column Analysis Bracing Analysis Anchor Analysis Overturning Analysis Baseplate Analysis Slab and Soil Analysis 2 3 5 8 9 10 12 16 18 21 22 24 Scope: This storage system analysis is intended to determine its compliance with appropriate building codes with respect to static and seismic forces. The storage racks are prefabricated and are to be field assembled only, with no field welding. MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: GCR TIRES Mr. Racks_Matt Prevost 18191 Segale PK DR Tukwils , WA 2 banjarjian 8/21/2019 PN: 2019070312 The storage racks consist of several bays, interconnected in one or both directions,with the columns of the vertical frames being comon between adjacent bays. This analysis will focus on a tributary bay to be analyzed in both the longitudinal and transverse direction. Stability in the longitudinal direction is maintained by the beam to column moment resisting connections, while bracing acts in the transverse direction. CONCEVI UAL DRAWING Some components may not be used or may vary Legend 1. Column 2. Base Plate 3. Anchors 4. Bracing 5. Beam 6. Connector T UTARY AREA TRANSVERSE LONGITUDINAL NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET A MATERIAL FIANDLINd'ENOINRING EST 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: GCR TIRES Mr. Racks. Matt Prevost 18191 Segale PK DR Tukwils , VVA 3 banjarjian 8/21/2019 PN: 20190703_12 COMPONENTS AND SPECIFICATIONS Configuration 1: Type A KM 1.7 Analysis per section 2209 of the 2015 IBC S = 1.43 F = 1.0 I = 1 II = 124 lbs. P.i, = 1550 lbs. Levels: 1 Panels: 6 Sri = 0.53 P,, = 1.5 SDC = D Trans = 501 lbs. Pseimic = 971 lbs. Load per Level 3000 lbs 22' i 144" 92' 22' 22° 22' 8" N 120" FRONT VIEW 48" SIDEVIEW FRAME BEAM CONNECTOR COLUMN 2.95 x 2.98 - .070 Steel = 55000 psi Stress = 42% (level 1) HORIZONTAL BRACE 1.58 x 1 - .059 Stress = 24% (panel 1) DIAGONAL BRACE 1.58 x 1 - .059 Stress = 29% (panel 1) 4 x 2.5 - .064 Steel = 55 ksi Max Static Cap. = 3478 lb. Stress = 89% Max stress = 89% (level 1) 3 Pin 2" cc Connector Stress = 10% Max stress = 10% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi * 8 x 5 x 0.375 in. 2 anchors/plate Moment = 2790 in -lb. Stress = 5% Slab = 5.5" x 2500 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 6% (S) Simpson Strong Bolt 2 ESR-3037 0.5 in. x 2.75 in. Embed. Pullout Capacity = 1321 lbs. Shear Capacity = 1422 lbs. Anchor stress = 31% Seizmic Analyzer version 20190819 © Copyright 1991-2018 Seizmic Inc. All rights reserved MATERIAL HANDLING:a1401NERING TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: GCR TIRES Mr. Racks_Matt Prevost 18191 Segale PK DR Tukwils , WA 4 banjarjian 8/21/2019 PN: 2019070312 COMPONENTS AND SPECIFICATIONS Configuration 2: Type B KM 1.7 Analysis per section 2209 of the 2015 IBC Ss= 1.43 F = 1.0 1 = 1 11= 320 lbs. P .„ = 2750 lbs. Levels: 5 Panels: 6 Load per Level Si = 0.53 = 1.5 SDC = D liTm: = 914 lbs. P:,,,„,, = 4303 lbs. 1000 lbs S-- 32 1000 lbs 22' t 34' S-- 1000 lbs 22' 22° 144' 36" 1000 lbs 22' S 1000 lbs 22 -j— ' k: 96' FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN 2.95 x 2.98 - .070 Steel = 55000 psi Stress = 37% (level 1) HORIZONTAL BRACE 1.58 x 1 - .059 Stress = 15% (panel 1) DIAGONAL BRACE 1.58 x 1 - .059 Stress = 32% (panel 1) 3 x 2.5 - .064 Steel = 55 ksi Max Static Cap. = 2996 Ib. Stress = 36% Max stress = 36% (level 1) 3 Pin 2" cc Connector Stress = 11% Max stress = 13% (level 2) Base Plate Slab & Soil Anchors Steel = 36000 psi * 8 x 8 x 0.375 in. 4 anchors/plate Moment = 320 in -lb. Stress = 3% Slab = 5.5" x 2500 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 20% (S) Simpson Strong Bolt 2 ESR-3037 0.5 in. x 2.75 in. Embed. Pullout Capacity = 1248 lbs. Shear Capacity = 1343 lbs. Anchor stress = 66% Seizmic Analyzer version 20190819 ©Copyright 1991-2018 Seizmic Inc. All rights reserved MATERIAL HANDLINGENGINEERING EST.1985s TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: GCR TIRES Mr. Racks_Matt Prevost 18191 Segale PK DR Tukwils , WA 5 banjarjian 8/21/2019 PN: 20190703_12 Loads and Distributions: Type B Determines seismic base shear per Section 2.6 of the RMI & Section 2209. of the 2015 IBC # of Levels: Pallets Wide: Pallets Deep: Pallet Load: Total Frame Load: SDS = 2/3 Ss Fa = Sp, =2/3•S, F,= W,=0.67•WrL+WDL= 5 2 1 500 55001bs 0.95 0.53 38501bs SDC: D RL: 6 WPL: 5000 RT: 4 WDL: 500 lbs Fa: 1 Fv: 1.5 Tl: 1.06 Seismic Shear per RMI 2012 2.6.3: Longitudinal Vl0, = Cs • Ip • Wsrr''�� = SDI / (TL RL) IP Ws = 0.53 /(1.06.6)•1.3850=320.66lbs need not be greater than: V,a = Cs IP W, = SD, / RL • Ip • Ws =0.95/6.1.3850=609.58lbs If S, > 0.6, then V shall not be less than: V,og, =Cs•Ip•Ws =0.5•S,/R,-Ip-Ws =0.5.0.53. 1.3850= 170.041bs V,,, shall not be less than: Vmng4 = Cs' = Max[0.044 • SD„ 0.03] • IP • W, = Max[0.04, 0.04, 0.03] • 1.3850 = 170.04 lbs Since: 320.66 <= 609.58 & 320.66 >= 170.04 & 320.66 >= 170.04 V1, = 3201bs Ss: 1.43 Si: 0.53 Ip: 1 Transverse EL r. EL 5 v EL+ EL EL 2 EL o F4 F5 V,,,,,, need not be greater than: C, 1p W, = SD5 / Rr IP • Ws = 0.95 /4 1 3850=914.381bs US, >= 0.6, then Vsball not be less than: Cs Ip Ws =0.5•S,/It, Ir W, = 0.5 0.53 1 3850; 255.06 lbs shall not be less than: =Cs•Ip•Ws = Max[0.044 Sp„ 0.5 S, / R. , 0.03] = Max[0.04, 0.07, 0.03] 1.3850 = 255.06 1bs Since: 914.38 >= 255.06 & 914.38 >= 255.06 V„�, = 9141bs SEIZMI • MATERIAL HANDLING„:41GINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: GCR TIRES Mr. Racks Matt Prevost 18191 Segale PK DR Tukwils , WA 6 banjarjian 8/21/2019 PN: 20190703_12 Loads and Distributions: Type B (Page 2) WH. f; — V Longitudinal Transverse Level k w w„h„ , w, w‘h„ , 1 6 550 3300 31.24 550 3300 46.61 2 42 550 23100 32.26 550 23100 96.89 3 78 550 42900 59.9 550 42900 179,94 4 112 550 61600 86.0] 550 61600 258.37 5 144 550 79200 110.59 550 79200 332.19 MATERIAL HANDLING•:ENGINEERING EST.1985 NEE TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: GCR TIRES Mr. Racks_Matt Prevost 18191 Segale PK DR Tukwils , WA 7 banjarjian 8/21/2019 PN: 20190703_12 Fundamental Period of Vibration (Longitudinal) Per FEMA 460 Appendix A - Development of An Analytical Model for the Displacement Based Seismic Design of Storage Racks in Their Down Aisle Direction Where: Wpi P. h� g NL k k„ kb k Nc Nb T=2rr C Nil Wp`hpi2 g (N kkbe+ .r kbkce kc + kbe Nb \kb + kce the weight of the ith pallet supported by the storage rack = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack = the acceleration of gravity = the number of loaded levels = the rotational stiffness of the connector = the flexural rotational stiffness of the beam -end = the rotational stiffness of the base plate = the flexural rotational stiffness of the base upright -end = the number of beam -to -upright connections = the number of base plate connections 6E1b L 4EIc H EI, H L = the clear span of the beams H = the clear height of the upright 1, = the moment of inertia about the bending axis of each beam = the moment of inertia of each base upright E = the Young's modulus of the beams Calculated T = 1.06 (A-7) 4 of levels 5 min. # of bays 3 Nc 60 Nb 8 k� 300 kip-in/rad k� 1385 kip-Wrad kb 194 kip-in/rad k« 777 kip-in/rad lb 0.75 in' 1 96 in 1� 0.95 in^ H. 144 in E 29500 ksi Level h; W. 1 21 in l kip 2 57 in 1 kip 3 92 in 1 kip 4 1.25 in 1 kip 5 160 in 1 kip 95. MATERIAL HANDLINGENGTNIERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: GCR TIRES Mr. Racks_Matt Prevost 18191 Segale PK DR Tukwils , WA 8 banjarjian 8/21/2019 PN: 20190703_12 LRFD Basic Load Combinations: Type B 2015 IBC& RMI / ANSI MH 16.1 V ,= 914 lbs V Lo„ = 320 lbs P = Product Load / 2 2,500 lbs D = Dead Load .0.5 = 250 lbs = 11, = 95,157 in-lbs / frame depth = 5,286 lbs = 0.7 = 1.o (Uplift combination only) t =1 SDS = .95 L = Live Load = 0 lbs S = Snow Load = 0 lbs R = RaM Load 0 lbs Lr = Live Roof Load = 0 lbs W = Wind Load = 0 lbs Basic Load Combinations 1. Dead Load 2. Gravity Load 3. Snow/Rain 4. Wind Load 5A. Seismic Load 5B. Seismic Load 6. Wind Uplift 7. Seismic Uplift 8. Product/Live/Impact = 1.4 D + 1.2 P = (1.4 250) + (1.2. 2,500)= 3,350 lbs = 1.2 D + 1.4 P + 1.6 L + 0.5 (L, or S or R) = (1.2 -250) + (1.4 2,500) + (1.6 0) + (0.5.0)- 3,800 lbs = 1.2D + 0.85P + (0.5L or 0.5W) + 1.6(L, or S or R) = (1.2 250) + (0.85.2,500) + (0.5.0) + (1.6 0)= 2,425 lbs = 1.2D + 0.85P + 0.5L + 1.0W + 0.5(1,, or S or R) = (1.2.250) + (0.85 2,500) + (0.5 .0) + (1.0.0) + (0.5 .0)= 2,425 lbs (Transverse) = (1.2 + 0.2SDS)D + (1.2 + 0.2S,),)L3P + 0.5L + pET,o„, + 0.2S = (1.2 + 0.2 ..95)• 250 + (1.2 + -2,500 + 0.5.0 + 1.5,286 + 0.2.0= 8,066 lbs (Longitudinal) - (1.2 + 0.2SD)D + (1.2 + 0.2S1)S»IP + 0.5L + pE + 0.2S - (1.2 + 0.2..95).250 + (1.2 + 0.2..95).0.7 2,500 + 0.5 .0 + 1.0 + 0.2 .0= 2,7791bs = 0.9D + 0.9Pap, + 1.0W = 0.9.250 + 0.9.2,500 + 1.0 0 = 225 lbs = (0.9 - 0.2S)D + (0.9 - 0.2S„,)I3P„ - p = (0.9 - 0,2 - .95) 250 + (0.9 - 0.2 - .95)• 1 -2,500 - 1 5,286= -3,3341bs For a single beam, D = 32 lbs P = 500 lbs I = 62 lbs See Base Plate tension Analysis for Over -Strength factor application. - 1.2D + 1.6L + 0.5(SorR) + 1.4P + 1.41 (1.2 -32)+ (1,6 0)+ (0.5.0)+ (1.4.500) + (1.4.62)= 825 lbs ASD Load Combinations for Slab Analysis (1 + 0.105Sips)D + 0.75((1.4 + 0.14S,OpP + 0.7pE) - (1 + 0.105..95).250 + 0.75((1.4 + 0.14 ..95)- 0.7.2,500 + 0.7- 1 5,286)= 5,062 lbs 2, (1 + 0.14Sps)D + (0.85 + 0.14SD,)3P + 0.7pE = (1 + 0.14 .95) • 250 + (0.85 + 0.14 .95). 0.7 2,500 + 0.7 1 5,286= 5,704 lbs 3. D + P = 250 + 2,500 = 2,750 lbs MATERIAL HANDLING, ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: GCR TIRES FOR: Mr. Racks_Matt Prevost ADDRESS: 18191 Segale PK DR 7ukwils:, WA SHEET#: 9 CALCULATED BY: banjarjian DATE: 8/21/2019 PN: 20190703_12 Longitudinal Analysis: Type B This analysis is based on the Portal Method, with the point of contra flexure of the columns assumed at mid -height between beams, except for the lowest portion, where the base plate provides only partial fixity and the contra flexure is assumed to occur closer to the base (or at the base of pinned condition, where the base plate cannot carry moment). MConn.R = MCon Mann = ((M,pm + M awe) / 2) + MEnds Vco, = VLong / # of columns = 160 lbs M = 320 in-lbs ME�w.0 = ((V,„' h,) - M,,, (160 lbs • 4 in.) - 320 in-lbs = 320 in-lbs FRONT ELEVATION Levels h; f Axial Load Moment Beam End Moment Connector Moment 1 6 16 2,750 320 1,676 4,396 2 36 16 2,200 5,120 1,676 6,796 3 36 30 1,650 5,120 1,676 6,636 4 34 43 1,100 4,800 1,676 6,316 5 32 55 550 4,480 1,676 3,916 IN MATERIAL HANDLING'NtINEERING EST 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: OCR TIRES Mr. Racks_Matt Prevost 18191 Segale PK DR Tukwils , WA 10 banjarjian 8/21/2019 PN: 20190703_12 COLUMN]. ANALYSIS: Type B ( Level 1) Analyzed per RML AISI 2012 a,RFIA and the 2015 IBC. Section subject to torsional or flexural -torsion buckling (Section C4.1.2) K, / R, K., • / R. KL/R = 1.7 4 / 1.198 = 1-44 / 1.041 =(rvi r2 X,91/2 = 5.68 = 42.26 = 42.26 = (1.1982 + 1.0412 + -2.6061'2= 3.051 in. 13 = 1 - (Xo/ro)2 = 1 - (-2.606/3.051)2= 0.271 F=fl2E/(KL/r)2 = 3.14' 29500 / 42.26' = 163.036 ksi =0 213X(a(7)2 - Ofia0)Y9 = (1 / (2 0.271)((9029.318 + 6878.979) - (9029.318 + 6878.979)2 - (4 0.271.9029.318 6878.979))9= 4205.168 ksi where: o-„ =172E / (K„L, / R,)2 = 3.142-29500 / 5.68' = 9029.318 ksi =1 / Aio 2(GJ + / (KL,)2) = 1 / 0.662 3.0512(11300 0.001 + (3.142 29500 -1.49) / (0.8- 4)2) = 6878.979 ksi F P = Min(F„ F,) =163.036 ksi = Acif•F„ = / F,)112 = (55 / 163.036)1'2= 0.581 Since < 1.5: = (0.658A(V))-F, = 47.757 Thus: P = 21871 lbs P = 18590 lbs (Eq. C3.1.2.1- 7) (Eq C4.1.2-3) (Eq C4.1.1-1) (Eq C4.1.2-1) (Eq C3.1.2-11) (Eq C3. I.2-9) (Eq C4.1-1) (Eq C4.1-4) (Eq C4.1-2) 2.95 x 2.98 - .070 SECTION PROPERTIES Depth 2.981 in. Width 2.951 in. t 0.07 in. Radius 0.125 in. Area 0.662 in.2 AreaNet 0.502 in.2 ,, 0.949 in.° S, 0.643 in.' Sx Net 0.544 in.' R. 1.198 in. Y 0.717 in.4 Sy 0.396 in.' RY 1.041 in. J 0.001 in.' C, 1.49 in.° J, 2.884 in. X. -2.606 in. 1.7 L. 4 in. Ky 1 1.,,. 44 in. Kt 0.8 F9 55 laii F. 65 ksi Q 0.9 G 11300 ksi E 29500 ksi C 0.85 C, -1 C, 1 C, 1 Phi, 0.9 Phi 0.85 INC MATERIAL HANDLINd'ENGTWEERING EST 1985 TEL:(909)869-0989 1130 E CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: GCR TIRES Mr. Racks Matt Prevost 18191 Segale PK DR Tukwils , WA 11 banjarjian 8/21/2019 PN: 20190703_12 COLUMN ANALYSIS: Type B ( Level 1) Analyzed per RML AISI 2012 (LRFD) and the 2015 IBC. Lateral -torsional buckling strength [Resistance] (Section C3.1.2) P„„ =1=r214101bs Where: = = 0.458 55 = 251881bs • =M=SF=SF F =C,r0A(7,ra,)'12/ Sr = 24742.09 ksi • = Csita,„(j + C,(j2 + ro2(a„ / a„))19 / (CS) = 9676.627 ksi F, = (C„TI2Ed1„) / (SAL„)2 = 500.105 ksi = 500.105 ksi Since: F >= 2.78F, F = (S, / S) i.e. F F55ksi Reduced = 1 - - Q) / 2). (F, / F..)(2 • F, = 52.2 ksi = 28381 in-lbs = 20650 in-lbs M‘,0, = 25543 in-lbs M„0,— 18585 in-lbs Pi.112E1, / (K„L)2— 5974813 lbs = fl1EIy / (K,Ly) = 107889 lbs a= (1 - (0y/P„))= 1 • = (1 - (0,P / P,„)) = 0.977 = 8,066 lbs P= 2,779 lbs M = M„ = 321 in-lbs = (1.2.D) + (1.4•P)= 3800 lbs / P, = 3800 / 18590 = 0.2 Static Stress = 20% Since: P, >= 0.15 Stress I = P, M, 0,M,j+M / 0,Mny) = ((2,779 / 18590) + (321 / 25543) + (1 / 18585)) = 16% Stress2 = P, / + CM / (0,11ta) + CJ / (Mnycry) = (Eq C3.1.2.1-1) (Eq 3.1.2.1-4) (Eq 3.1.2.1-10) (Eq C3.1.1-3) (Eq C5.2.2-6) (Eq C5.2.2-7) (Eq C5.2.2-4) (Eq C5.2.2-5) (Eq C5,2.2-2) (Eq C5.2.2-2) (Eq C5.2.2-1) = (2,779 / 21410) + (0.85-321 / 25543- 1)) + (0.85-1 / 18585 -0.977))) = 14% Stress3 P, / P0 = 8,066 / 21410 =37% Column Stress = Max(Stressl, Stress2, Stress3, Static) = 37% 2.95 x 2.98 - .070 SECTION PROPERTIES Depth 2.981 in. Width 2.951 in. t 0.07 in. Radius 0.125 in. Area 0.662 in.' AreaNet 0.502 in.2 Ix 0.949 in.4 S„ 0.643 in.' SK Net 0.544 in. R„ 1.198 in. I, 0.717 in.° Sy 0.396 in.' RY 1.041 in. J 0.001 in.° C., 1.49 in.6 I, 2.884 in. X. -2.606 in. K, 1.7 I... 4 Ky 1.,, 44in. K, 0.8 Fy 55 ksi F. 65 ksi Q 0.9 G 11300 ksi 13 29500 ksi C,„ 0.85 C, -1 C, C, Phih 0.9 Phi 0.85 MATERIAL HANDLINGENGINEERING EST.19B5 TEL:(909)869-0989 0 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: GCR TIRES Mr. Racks_Matt Prevost 18191 Segale PK DR Tukwils , WA 12 banjarjian 8/21 /2019 PN: 20190703_12 BEAM ANALYSIS Type B Determine allowable bending moment per AISI Check compression flange for local buckling (B2.1) Effective width w = C - 2t - 2r = 1.5 - (2.0.064) - (2.0.125) = 1.12 in. w/t = 1.122 / 0.064 = 17.53 7v = (1.052 / k"2) • (w/t) • (Fy/ E)112 = (1.052 / 2) • 17.531 • (55 / 29500)1/2 = 0.4 X <= 0.673: Flange is fully effective. Check web for local buckling (B2.3) f,(colnp) = F • (y, / y2) = 55 * 1.46 / 1.65 = 48.7 ksi 4(tension) = F • (y, / yz) = 55 * 1.16 / 1.65 = 38.71 ksi `P = - (f /fr) _ -(38.71 / 48.7) _ -0.79 Buckling coefficient k = 4 + 2 • (1 - Y03 + 2 • (1 - 41) = 4 + 2(1 --0.79)3+2(1- -0.79) = 19.16 Flat Depth w = y l + y3 = 1.16 + 1.46 = 2.622 w/t = 2.622/0.064 = 40.97 w/t < 200: OK 7< = (1.052 / k1/2) • (w/t) • (f, / E)'/2 = (1.052 / 2) • 40.969 • (48.7 / 29500)'/2 = 0.4 b1=w•(3-`P) = 3 • (3 - -0.79) = 9.95 b2 w/2 = 1.31 b 1 + b2 = 9.95 + 9.95 = 11.26 Web is fully effective Determine effect of cold working on steel yield point (FYA) per section A7.2 Corner cross -sectional area Lc = (11 / 2) • (r + t / 2) = (II / 2) • (0.125 + 0.064 / 2) = 0.247 Lf = effective width = 1.122 C = 2•LL/Lf+2•L� = 2.0.247/1.122+2•Le = 0.3054 m = 0.192•(F„/F)-0.068 = 0.192 • (65 / 55) - 0.068 = 0.1589 3.69•(F./Fy) -0.819•(F,/F)2-1.79 = 3.69•(65/55)-0.81.9•(65/55)2-1.79 = 1.43 Fu/Fy = 65 / 55 = 1 r/t = 0.125 / 0.064 = 1.953 < 1.2 <=7=OK F, = B,•Fy/ (r/t)"' = 1.43•55/(1953)^' = 71 F„,,,„ = C • Fr + (1 - C) • F = 0.305 • 71 + (1 - 0.305) • 55 = 60 F,n tam = Fy .top • K.8 / (A - Y8) = 60. 1.35 / (3.0 - 1.35) = 49 B 3x2.5-.064 Top flange width C = Bottom width B = Web depth A = Beam thickness t = Radius r = Fy Fu = Y1 = Y2 = Y3 = Ycg = Ix = Sx = E_ FBeam F = Beam Length L = 1.5 in. 2.5 in. 3.0 in. 0.064 in. 0.125 in. 55 65 1.16 1.65 1.46 1.35 0.75 0.46 29500 300 96 SEIZMI iort MATERIAL HANDLINGENGINEERING EST. 1985 . TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: GCR TIRES Mr. Racks_Matt Prevost 18191 Segale PK DR Tukwils, WA 13 banjarjian 8/21/2019 PN: 20190703 12 BEAM ANALYSIS Type B Check Allowable Tension Stress for Bottom Flange "'flange bot = B - (2 • r) - (2 • t) = 2.5 - (2 . 0.125) - (2 . 0.064) = 2.12 Cboltam = 2 • Le / (L lunge-bot + 2 •Lc) = 2.0.247 / (2.12 + 2.0.247) = 0.189 F -bottom = Cbottom ' F e + (1 - Cbattam) • F = 0.189 •71 + (1 - 0.189) • 55 = 57.94 F = Fya_top = 59.75 ksi Determine Allowable Capacity For Beam Pair (Per Section 5.2 of the RMI, PT II) Check Bending Capacity Mcenter = $•Ma = W•L•S2•R/8 52 = LRFD Load Factor = (1.2 • DL + 1.4 • PL + 1.4.0.125 • PL) I PL For DL = 2% of PL: 52 = 1.2.0.02+1.4+1.4.0.125 = 1.6 R. = 1-((2•F•L)/(6•E•I+3•F•L)) = 1 - ((2.300.96) / (6.29500.0.75 + 3.300 96)) = 0.74 4)•M = 4)•Fn•S = 25,86 in -kip W = • Mn • 8 • (# of Beams) / (L • R. • S2) = (25.86 . 8 . 2) / (96.0.74 . 1.6) = 3654 lbs/pair Check Deflection Capacity Amas = Ass • Rd Amax = L 1180 Rd = 1-(4•F•L)/(5•F•L+10•E•I) = 1-(4.300.96)/(5.300.96+10.29500.0.75) = 0.68 = (5 • W • L3) / (384 • E • I) L/180 = (5• W•L3•Rd)/(384•E•I (#ofBeams)) W = (384•E•I •2)/(180.5•L2•Rd) = (384. 29500. 0.75 • 2) / (180. 5 •962. 0.68) • 1000 = 2996 lbs/pair 3x2.5-.064 Top flange width C = Bottom width B = Web depth A = Beam thickness t = Radius r = Fy = Fu = Y1 = Y2 = Y3 = Ycg = Ix = Sx = E_ FBeam F = Beam Length L = 96 1.5 in. 2.5 in. 3.0 in. 0.064 in. 0.125 in. 55 65 1.16 1.65 1.46 1.35 0.75 0.46 29500 300 MATERIAL HANDLINGENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: GCR TIRES Mr. Racks_Matt Prevost 18191 Segale PK DR Tukwils:, WA 14 banjarjian 8/21/2019 PN: 20190703_12 Mstatic=W12 / 8 Allowable and Actual Bending Moment at Each Level Mauaw,static=Wallow,static • lz/ 8 Mallow,selsmic S Fb Level M static aric Mllaw,sta M seismic Ma Ilaw,seismic Result 1 6,576 17,976 1,499 17,976 Pass 2 6,576 17,976 1,855 17,976 Pass 3 6,576 17,976 1,431 17,976 Pass 4 6,576 17,976 995 17,976 Pass 5 6,576 17,976 838 17,976 Pass MATERIAL HANDLINERING EST, IS5 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: GCR TIRES Mr. Racks Matt Prevost 18191 Segale PK DR Tukwils , WA 15 banjarjian 8/21/2019 PN: 20190703_12 Beam to Column Analysis: Type B 1. Shear Strength of Pin Pin Diameter = 0.438 in. Fr, = Foy = 54000 psi = d2•G/ 4 = 0.15 in. Po = Ab• = 8136.39 lbs 'Sher = (01),, = 0.75• P. = 6102 lbs 7. Bearing Strength of Pin Column Thickness t, = 0.07 in. Since d / < 10 C 3 mr= 1.0 = 65000 psi P, = C m, d to F„ = 5978.7 lbs = oPr, = 0.75 .5978.7 = 4484 lbs 3. Moment Strength of Bracbt Edge Dist. = 1 in. = 0.179 in. Se,p = 0.127 in.3 mr, = s, • Fy = 6985 in-lbs AISI Table E3.4-1 AISI Table E3.4-1 AISI E3.3.1 -1 AISI C3.1.1 -1 Msth = oM. = 0.9 M. = 0.9. Sc,;, •F = 6286.5 in-lbs C = 1.67 d = Edge Dist. / 2 = 0.5 in. Ms000,„ = c d ,„ / (c • d) = 7542 lbs Minimum Value of P1 Governs P, = Pc4) -- 4484 lbs (P, • 4.5) + (P, • (2.5 / 4.5) • 2.5) + (13, • (0.5 / 4.5)-0.5) = 26654.89 in-lbs MATERIAL HANDL1NGTNGNEERING EST 1935 TEL:(909)869-0989 1130E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: GCR TIRES Mr. Racks Matt Prevost 18191 Segale PK DR Tukwils , WA 16 banjujian 8/21/20 9 PN: 2019070312 BRACE ANALYSIS Type B (Panel 1) Analyzedper RML AISI 2012 LRFD) middle 2015 IBC. Section subject to torsional or flexural -torsion buckling (Section C4.1.2) Fe =0-20/0.631 = 1 -20 / 03 =01' + r2 + X„9"' = 31.7 = 66.69 = 66.69 = (0.631' + 0.32+ -0.62491'2= 0.937 in. / - (Xo/ro)2 = 1 - (-0.624/0.937)2 = 0.556 = HE / (KL/r)2 = 3.142-29500 / 66.69' = 65.466 ksi F, / Mao cr,Y - (413))19 = (1 (2 0.556)0289.815 + 42.148) - (289.815 + 42.148)2 - (4- 0.556- 289.815 . 42.148)r)= 39.397 ksi where: o;„ =HT / (iscL,IR)2 = 3.142-29500 / 31.72 = 289.815 ksi o =1 / Arn2(GJ + (aEC) / (kL,)2) = 1 / 0.185 • 0.9372(11300 • 0 + (3.142.29500.0.006) / (0.8.20)2) = 42.148 ksi • Min(F,„ F,2) =39.397 ksi P„ = A, Fn = (F. / F,)'" = (36 / 39.397)122= 0.956 Since X < 1.5: F„ = (0.658^(V)) = 24.559 Thus: • = 4545 lbs P.= 3863 lbs (Eq. C3.1.2.1- 7) (Eq C4.1.2-3) (Eq C4.1.1-1) (Eq C4.1.2-1) (Eq C3.1.2-11) (Eq C3.1.2-9) (Eq C4.1-1) (Eq C4.1-4) (Eq C4.1-2) 1.58 x 1 - .059 SECTION PROPERTIES Depth 1.58 in. Width 0.94 in. t 0.057 in. Radius 0.086 in. Area 0.185 in.' AreaNet 0.185 in.' , 0.074 in.' S, 0.093 in.' S„,„, 0.093 in.' 0.631 in. 1' 0.017 in.4 Sy 0.025 in,3 0.3 in. 0 in., C,„ 0.006 in.' ,. 0.996 in X, -0.624 in. K2 0 1, 20in. K, 20 in. Kt 0.8 F, 36 ksi F2 42 ksi Q 1 G ll300ksi E 29500 ksi C 0.85 -1 C, 1 Phib 0.9 Phib 0.85 SEIZMI INC MATERIAL HANDLINGNGINERING EST 195 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DA FE: GCR TIRES Mr. Racks Matt Prevost 18191 Segale PK DR Tukwils , WA 17 banjarjian 8/21/2019 PN: 20190703_12 BRACE ANALYSIS Type B (Panel 1) Analyzed per 11141. AISI 2012 (LRFD) and the 2015 MC. Lateral -torsional buckling strength [Resistance] (Section C3.1.2) Po Where: = Pnoo, = 5664 lbs F„o = = 0.185 •36 — 6663 lbs MF F F = = SF = SF =croA(o-,ro))12 / = 205.395 ksi = + c„(j2+ r,2(o-,./o-J)11)/(C,S) = 35.726 ksi = (Cil2Ed/j„) /(S,.(1.(Ly = 205.851 ksi = 35.726 ksi Since: 0.56F, < 2.78F, 1 = ( 1 0/9)F( 1 -(1 OF / 36F,)) = 28.8 ksi Reduced = 1 - ((I - Q) / 2) • (F, / Fy)Q F, = 28.8 ksi = 2687 in-lbs M = 731 in-lbs Mr,o, = 2418 in-lbs Myth= 658 in-lbs P„.= n2EI / (M)' = 53645 lbs = n2 / (K,L„)2 = 12155 lbs = 4545 lbs = 731 lbs Los„, = ((L - 6)2 + (D - 2B)1)112= 20.05 in. V= L) ID = 1218 lbs Brace Stress = V / P, = 32% n,min (Eq C3.I.2.1-1) (Eq 3.1.2.1-4) (Eq 3.1.2.1-10) (Eq C3.1.2.1-2) (Eq C5.2.2-6) (Eq C5.2.2-7) 1.58 x I - .059 SECTION PROPERTIES Depth 1.58 in. Width 0.94 in. t 0.057 in. Radius 0.086 in. Area 0.185 in.' AreaNet 0.185 in.2 x 0.074 in.° S„ 0.093 in.3 S„ N., 0.093 in.' Rx 0.631 in. 0.017 in.' . 0.025 in.' Ry 0.3 in. J 0 in." C„ 0.006 in. , 0.996 in. X. -0.624 ill. 0 L„ 20 in. Ky 1,3 20 in. K, 0.8 Fy 36 ksi F. 42 ksi G 11300 ksi E 29500 ksi C, 0.85 C. -1 C, C,, Phib 0.9 Phi. 0.85 SEIZMIC ?? MATERIAL HANDLING ENG EERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COV W A, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: GCR TIRES Mr. Racks_Matt Prevost 18191 Segale PK DR Tukwils , WA 18 banjarjian 8/21/2019 PN: 20190703 J2 POST -INSTALLED ANCHOR ANALYSIS PER ACI 318-14, CHAPTER 17 Configuration 2 Type B Assumed cracked concrete application Anchor Type ICC Report Number Slab Thickness (h) Min. Slab Thickness (h) Concrete Strength (f) Diameter (da) Nominal Embedment (hoom) Effective Embedment (hef) Number of Anchors (n) = 4 e'N = 0 e'V =0 From ICC ESR Report A f em `min Cmin Coe Np,o, = 0.105 sq.in. =115000 psi = 2.75 in. =7in. = 6.5 in. = 9999 in. Tension Capacity = 1664 lbs 1/2" dia, 2.25" hef, 4" ESR-3037 = 5.5 in. =4in. = 2500 ksi = 0.5 in. 2.75 in. = Hef 0.75 Shear Capacity = 1791 lbs 0.75 1.5.hef Co, = 12 useCni.n e2 = 12 useCas,e,, S, 3.hef = 6 in. Use S, ad, S, = 6 in. Use Szed, = 3.375 in. = 3.375 in. = 3.375 in. = 6.75 in. =6in. =6in. f I. al --I 1.5Ca1 St 1.5ca1 Adj. Strength 1248 lbs 13431bs Nc MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: GCR TIRES Mr. Racks_Matt Prevost 18191 Segale PK DR Tukwils, WA 19 banjarjian 8/21/2019 PN: 20190703_12 ANCHOR ANALYSIS - TENSION S GTH Configuration 2 Type B Steel Strength = 0.75 _ �nAf = 0.75.4 0.105.115000 = 36,225 lbs Concrete Breakout Strength oNth.,. = 0.65 ANc = (Cai.adj + S,adj + l,5haf) {C�a + S2.adj + 1.5h„) =162.563 sq.in. ANC = 9h<<2 = 45.563 sq.in. Check if ANw >= ANC AN /ANw = 3.568 =1 K =17 = 1 Nh = K,>,.a(f )° 5(hoy g = 2869 lbs TcpN=1 Ochs = 0(ANc/ANco)(euN)(wcdN)(Pc N)(wc,N)( b) 0.65 (162.563/45.563) • 1-1.1 1.2869 = 6,654 lbs Pullout Strength 6Np„ q)=0.65 = 1 oNpn = 4)9 Np=(f /2500)0 i = 25,997 lbs Steel Strength (4N ,) = 36,225 lbs Embedment Strength - Concrete Breakout Strength (gN„ne) = 6,654 lbs Embedment Strength - Pullout Strength (1)Ni,„) = 25,997 lbs 17.4.1 17.3.3.a i 17.4.1,2 17.4.2 17.3.3 c ii Category 1-B 17.4.2.4 17.4.2.5 17.4.2.6 17.4.2.2 d 17.4.2.7 17.4.2.1 17.4.3 17.3.3 c ii Category 1-B 17.4.3.6 17.4.3.1 MATERIAL HANDLIN3I,E1V6INTEERING TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PN: GCR TIRES Mr. Racks_Matt Prevost 18191 Segale PK DR Tukwils , WA 20 banjarjian 8/21/2019 20190703 12 ANCHOR ANALYSIS - SHEAR STRENGTH Configuration 2 Type B Steel Strength (INV,.=7,2 5 1 Anchor -- per report (I) 0.65 OV. = - = 0.65.4 7,235 = 18,811 lbs Concrete Breakout Strength 41 = 0.7 Ave = + S + 1.5Ch)hh = 231 sq.in. = 3Ch,hh = 198 sq.in. Check if A„,0>= Ave Ave/Ave, = 1.167 v = 1 = 0.9 PC,V - 1 Thy = 1.809 de 0.5 in. L, = 1 in. = 1 The smaller of 7(Le / de)°(d.)°5ke(fe)°5ca1'5 and 9k(fe)aScalr5= 11,818 Ibs = (10„/A,J0P,,,)(4100('-F,)(41,,,)(V,,) 0.7 (231/198) 1 0.9 1 • 1.809 11,818 = 31,4271bs Pryout Strength 0= 0.7 Kg, = 1 Nehg = 10,237 lbs 0Vor„, = = 0.7.1.10,237 = 7,166 lbs Steel Strength (4N.) = 18,811 lbs Embedment Strength - Concrete Breakout Strength (OV,,,) = 31,427 lbs Embedment Strength - Pryout Strength (41V„) = 7,166 Ibs 17.5.1 17.3.3. Condition a ii 17.5.1.2a 17.5.2 17.3.3 ci-B 17.5.2.5 17.5.2.6 17.5.2.7 17.5.2,8 17.5.2.2 17.2.6 d 17.5.2.2 a, 17.5.2.2 b 17.5.2.1 17.5.3 17.3.3 Ci-B 17.5.3.1 MATERIAL HANDLINqNENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: GCR TIRES FOR: Mr. Racks_Matt Prevost ADDRESS: 18191 Segale PK DR Tukwils , WA SHEET#: 21 CALCULATED BY: banjarjian DATE: 8/21/2019 PN: 20190703 12 OVERTURNING ANALYSIS Configaralion2 Type B Per RMI Sec 2.6.9 and ASCE7-10, Sec 15.5.3.6. Weight of rack with all levels loaded to 67% FULLY LOADED W, = 5,000 lbs Wd, = 500 lbs W, • 67% = 5,000.0.67 = 3,350 lbs VT a„s = (1 •0.2375.1 • ((0.67 3,350) + 500)) = 651 lbs Ht = 651.119 = 77,469 in-lbs Ms, = (()TiP, • 0.67) + Wd,) d- Factor = ((5,000 0.67) + 500) • 18.0.5 = 34,650 in-lbs P„ 1, 5 = 1 ' (Mo„ - Ms,)/d = (77,469 - 34,650) / 18 = 2,378 lbs = 1 (M0„ + Ms,) / d = (77,469 + 34,650) / 18 = 6,228 lbs TOP SHELF LOADED Shear = 356 lbs Mo„ = Vmp Ht = 356 (144 + ((32 - 10) / 2)) = 55,180 in-lbs Ms = (1 + Wd,) • d = (1,000 + 500) • (18.0.5) = 13,500 in-lbs Pv,;9 = 1 • (Mo„ - Mg,)/d = (55,180 - 13,500) / 18 = 2,315 lbs ANCHORS No. of Anchors: 4 Pull Out Capacity per Anchor: 1,248 lbs Shear Capacity per Anchor: 1,343 lbs COMBINED STRESS Fully Loaded Top Shelf Loaded = ((2,378 / 4) / 1,248) + ((651 / 8) / 1,343) = ((2,315 / 4) / 1,248) + ((356 / 8) / 1,343) Seismic Uplift = ((3,334 / 4) / 1,248 Critical (LC#7B) 0.537 0.497 0.668 y top level to F6 F4 F3 •�!F 1 P uplift CROSS AISLE ELEVATION F5 V MATERIAL HANDLING ENGINEERING EST. 1985'`. ' TEL:(909)869.0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: GCR TIRES Mr. Racks_Matt Prevost 18191 Segale PK DR Tukwils , WA 22 banjarjian 8/21/2019 PN: 20190703_12 Base Plate Analysis: Type B The base plate will be analyzed with the rectangular stress resulting from the vertical load P, combined with the triangular stresses resulting from the moment Mb (if any). Three criteria are used in determining Mb: 1. Moment capacity of the base plate 2. Moment capacity of the anchor bolts 3. Voa, • h/2 (full fixity) Mb is the smallest value obtained from these three criteria. F1, = 36000 psi PCO, = 2947 lbs MBa. = 320 in-lbs P/A=P0o,/(D•B)=2947/(8.8)=46psi f,=M /(D-BZ/6)=320/(8.82/6)=3.75psi fb2=f-(2'b,/B)=3.75-(2-2.52/8)=2.37psi fb,=fb-fb2=3.75-2.37=1.38psi Mb=wb,2/2=(b,2/2)-(f +fb,+0.67 fb2) =(2.522/2)•(46+1.38+0.67 2.37) = 156.17 in-lbs SBaae=(B•t2)/6=0.19sq.in. FBBSe = 0.75 - FY = 27,000 psi fb / Fb = Mb / (SBa,e FBaSe) = 156.17 / (0.19.27,000) = 0.03 Base Plate Tension analysis per AC1318-14 17.2.3.4.3 (b), ductile yield of base plate L„=(Sa-b)/2=1.52in. Ld= (Sy -b)/2=1.51in. Moment Arm (L) = Max(L ,,Ld) = 1.52 in. Maneb = T./ 2 L = 3805.15 in-lbs S = D t2/6 = 0.106in3 = S • F = 3,805 in-lbs = 0.9 M. = 3,425 in-lbs �Mb,�uk < Ma„a,,o, , Base plate will yield first. Since the base plate will yield before anchor getting full tension capacity, over -strength factor is not applicable. bt 7 Plate width B = Plate depth D = Plate thickness t = Column width b = Column depth d = bl= Sx = S} = TTaa� 8 in. 8 in. 0.38 in. 2.95 in. 2.98 in. 2.52 in. 6 in. 6 in. 4,992 lbs. 0.28 in. MATERIAL HANDLING:ENGIERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 9 24 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: GCR TLRES Mr. Racks_Matt Prevost 18191 Segale PK DR Tukwils , WA 23 banjarjian 8/21/2019 PN: 20190703_12 Equation for Maximum Considered Earthquake Base Rotation Per RMI 2012 Commentary 2.6.4 E, k+k cbe .h .( PI PE kck be computed using W,, from section 2.6.4 of the Commentary kbkce k c+ k be (Nc+ N b( kckbe) ' kb+k„ Where: w. hp, k kb k a, - the first iteration of the second order amplification term = the weight of the ith pallet supported by the storage rack = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack = the number of loaded levels = the rotational stiffness of the connector = the flexural rotational stiffness of the beam -end = the rotational stiffness of the base plate = the flexural rotational stiffness of the base upright -end N, = the number of beam -to -upright connections Nb = the number of base plate connections 6E15 = L 4E1 El k„ = k = 1-1 L = the clear span of the beams H = the clear height of the upright 1, = the moment of inertia about the bending axis of each beam = the moment of inertia of each base upright E = the Youngs modulus of the beams = aO.12 Per RM1 2012 7.1.3 °b ca (1 + c)m Cd= the deflection amplification factor per section 2.6.6 b Mb= the base moment from analysis kb Oh= 0.21 # of levels 5 min. # of bays N, 60 N9 8 k, 300 kip-in/rad 1385 kip-in/rad , 194 kip-in/rad k„ 777 kip-in/rad , 0.75 in° L 96 in 1, 0.95 in° H 144 in E 29500 ksi Level ho Wo 1 21 in 1 kip 2 57 in 1 kip 3 92 in 1 kip 4 125 in 1 kip 5 160 in 1 kip Per RM1 2012 2 6 6, in unbraced direction, seismic separation for rack structure is 0.05 h. Therefore rad 0, ok Maximum moment in base plate M= if one anchor, then 0 OR (# of anchors / 2) * anchor pull out capacity * spacing of anchor(Sx) Mn„„=14,976 kip -in > M, OK MATERIAL HANDLII\14NGTWEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PN: GCR TIRES Mr. Racks_Matt Prevost 18191 Segale PK DR Tukwils , WA 24 banjarjian 8/21/2019 20190703 12 SLAB AND SOIL ANALYSIS (LRFD) = Gravity_Load (see Basic Load Combinations) = 8,067 lbs = 7.5 (f)" = 375 psi d,req'd b b,reqV P P P/ P„ = (13„,,,/(0- 1.72 ((K,' r, / ej- 104 + 3.6). = 2.201 in. = (e, / (12 (1 - µ2) k,))" = 15.088 in. = 1.5 b = 23 in. = 1.72[(k, r, / e,) 104+ 3.6] • f, tz = 83,933 lbs = 4r P, = 50,360 lbs = 0.16 SLAB AND SOIL ANALYSIS (ASD) P,„„, = MAX(ASD Load Combo 1, ASD Load Combo 2, ASD Load Combo 3) = 5,704 lbs f, = 7.5 (f)'" = 375 psi P = 1.72[(k, r, / e,)• 104 + 3.6] f, t2 = 83,933 lbs d,req'd = (13,,,„,/(1) 1.72 ((K, r, / ec) 104+ 3.6)• f,))" = 2.201 in. b = (e, d,req'd' / (12 (1 k,))" = 15.088 in. b,req'd = 1.5 b = 23 in. P. = P / = 27,978 lbs / = 0.2 Base Plate Width B Depth W 8 in. 8 in. Frame Frame depth d 18 in. Concrete Thickness t 5.5 in. fc 2,500 psi 115 0.6 3 1 k, 50 r, 4 2,850,000 0 City of Tukwila Department of Community Development September 11, 2019 MATT PREVOST 500 SW 16 ST RENTON, WA 98057 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D 19-0277 GCR TIRES - 18191 SEGALE PARK B DR Dear MATT PREVOST, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. (GENERAL INFORMATION NOTE) PLAN SUBMI 11 ALS: (Min. size 11 x 17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NO 1ES) 1. Provide manufacturer's rack details and installation details. Include special inspection notes. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely----?rni 7:1°1—e Bill Rambo Permit Technician File No. D19-0277 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Matt Prevost From: Connor K4cK4unoinxcmncmnunan@cyntergy.com> Smm8 Friday, August 16,2019I0:07AM To: Matt Prevost Cc; 'Steve [ogdiU';Vogler, Richard SFVVG[RTukwila, VVAApproved Drawings Attachments; Bridgestone sprnklr permit drawings.pdf Matt ' See below requested information and attached drawings. CONNORMCMWRRAIN PROJECT MANAGER 0:9I8]]77�6000+388 D:9lD.346.6D74 WWW.CYNTERGY.COM I IT'S RELATIONSHIPS WE BUILD From: Jim Kins|ohr [nmaUtm]imnk@codeconsuhants.comU Sent: FridaY August l6,2QlQ11:47AK8 To: Connor Mck4unain<cnlcnnunain@cyntergv.conm» Cc: Vogler, Richard <Vog|erRichand@bfusa.conm> Subject: RE: Approval Drawings Conner, The drawings from the contractor are attached. The design is for rubber tires up to 25 ft in a 30 ft building with 2120F, K16.8 ESFR Upright. The design area im12 sprinklers at3Spsi minimum pressure. The commodity iarubber tires insingle and double row racks JimNjnslohr Principal CODE CONSULTANTS, INC. phone:314.SS1.2O33 111-02-7-7 UCEIVEn CITY OF WKWILA AUG�� ���� .,~-~- ��:� 1ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0277 PROJECT NAME: GCR TIRES SITE ADDRESS: 18191 SEGALE PARK B DR Original Plan Submittal DATE: 09/12/19 Revision # before Permit Issued X Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: #-S WC 9- I Building Division m Public Works Fire Prevention Structural Planning Division Permit Coordinator gi PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 09/17/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues DUE DATE: 10/15/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 1:1 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/201) PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0277 PROJECT NAME: GCR TIRES SITE ADDRESS: 18191 SEGALE PARK B DR X Original Plan Submittal Response to Correction Letter # DATE: 08/23/19 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: Building Division Public Works MA Fire Prevention Structural n Planning Division Permit Coordinator IP PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 08/27/19 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 09/24/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: q� 11v/ Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff initials: 12/IB/2U13 Date: City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwitaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D19-0277 E Response to Incomplete Letter # [21 Response to Correction Letter # 1 El Revision # after Permit is Issued n Revision requested by a City Building Inspector or Plans Examiner n Deferred Submittal # Project Name: GCR Tires Project Address: 18191 Segale Park B Dr Contact Person: Summary of Revision: Phone Number: RECEIVED CITY OF TUKWILA SEP 1 2 2019 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ea— Entered in TRAKiT on CAUsersNatt\AppData\LocaMicrosoft\Winduws\INetCache\Content.Outlook \213E3RZD91Revision Submittal Form,doc Revised: August 2015 Home ET.);tiiol Contact Safety & Health Claims & Insurance Aillikk Washington State Department o /f 11.Labor & Industries Search L&I AV Index Help [1] Search Workplace Rights Trades & Licensing MR RACKS LLC Owner or tradesperson Principals Ferguson, Carey Scott, PARTNER/MEMBER Ferguson, Julie Lynn, PARTNER/MEMBER Ferguson, Carey Scott, AGENT GONSER, BRETT, PARTNER/MEMBER (End: 04/30/2013) MCLENDON, ROBERT, PARTNER/MEMBER (End: 04/30/2013) Doing business as MR RACKS LLC WA UBI No. 602 779 014 500 SW 16TH ST RENTON, WA 98057 425-207-0058 KING County Business type Limited Liability Company Governing persons CAREY FERGUSON JULIE FERGUSON, Certifications & Endorsements 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. MRRACRL924BN Effective — expiration 01/03/2008— 01/17/2020 Bond AMERIGAN CONTRACTORS INDEM CO Bond account no. 100031015 $12,000.00 Received by L&I Effective date 01/03/2008 12/20/2007 Expiration date Until Canceled Insurance Ohio Security Ins Co $1,000,000.00 Policy no. BKS 54574031 Received by L&I Effective date Help us improve t 11111 1, Analysis and Design of Racks Conform to the 2015 IBC SEC 2209. g - N -*,v ." The 2012 RMI Code and Section 15.5.3 of ASCE 7-10 Using the Zo ASD Method: V=.67-C.s-I.p-Ws. Ip=1.0 Facility is not open to the public: OR a H0MN"� Scope of Work. Deliver and install (82) Bays of Pallet Rack per 2 i O:R-a12 R '6'zz 3'! W"129up Seismic Calculations, Stamped Floor Plan and Detail Sheet. Anchor Inspection Included. Parcel Number 870021-0120 Name LIT INDUSTRIAL LTD PTNSHP Site Address 18161 SEGALE PARK - B DR 00 Legal TUKWILA BSIP L17-0011 z FIRE PROTECTION NOTES: cv 1. DESIGN DENSITY OF SPRINKLER SYSTEM: K16.8 ESFR UPRIGHT. THE DESIGN C-) 'r Z' 4� AREA IS 12 SPRINKLERS AT 35 PSI. MINIMUM PRESSURE. SYSTEM DESIGNED 1 '..'81 � (RUBBER TIRE STORAGE OF `25' TOP OF STORED IN A 30' BUILDING.) 0� 4t 0�' -t 2. TOP OF STORED PRODUCT NOT TO EXCEED: TYPE A 70".... TYPE B 16'0' P* "n 9 3. TEMPERATURE RATING OF SPRINKLER HEADS: 21Z F. �W4 4. TYPE OF PRODUCT- 2015 IFIC 3203.6 PRODUCT CLASSIFICATION. RUBBER TIRES U , IN SINGLE AND DOUBLE ROWS. 90 P4 I 5. APPROXIMATE CEILING HEIGHT - 2711"'.... 257 TO TRUSSES 0P4 E, 0 E- rQ fzj Engineer: Seizmic Engineering z 1130 E Cyrpus St SE FIB h: Covina Ca 91724 Permit No. Sal E Fateen P.E. # 29558 Plan review approval is afto omissions Approval of construction nts oddit, to Expires 4-12-2020 viola lot allthOrtze theI on of adopted code or ordinance Re Ili I provetl Fiat Copy and n itl lin lea By. Contractor: Mr Racks LLC. Date: 500 SW 16th St SW 131-01CLit DING DIVISION ISION Renton WA 98057 R � — N — Reg: CC MRRACL924BN REVISIONS - UBI: 602-779-014 No cr,�,*:"'shall I I1110Me scope of ..", approval of the Contact: Matt Prevost Tukwila Building Division. NOTE: Revisibris will rectuire a new plan submittal and, may include additional plan review. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 17 2019k* City of Tukwila BUILDING DIVISION 91 SEPARATE PERMIT" cn REQUIRED FOR: X _0- Mechanical ja Electrical 00 r.:;i Plumbing 0:n � CO Fel- Gas Piping 4 ;Z ;- 0 City of Tukwila Q) 0-j I BUILDING DIVISION I czI Q) LAJ F— C F— V) FDRAJN BY P 3/16" = 1' 8-16-2019 DRAWING NO. rIECEIVED CITY OF TUNWILA CHECKED By.. AUG 2 3 2019 SHEET NO, 3 PERMIT CENTER OF 3 SHEETS N O N Racks are not to be loaded prior to Final Building and Fire Inspections and Approval. CUSTOMERS INITIAL. Irn4 I1A I� L 20'-5" T7 mol r 179'— 1" VmF LIGHTED EXIT SIGN WITH EMERGENCY FLOODLIGHTS 77 S d� "Alf £,11` 2 yh ----� 102 _g F----, i, �?.' • : 1 r�' : i I;�' : i',�.: i ,ri`.: i ,j ' : i I�i� ' : 1 r!'' : 1 ,ll, : i ',r!`' : 1 I IIr"",: 1 'r�': 1 n•: i r�•: i r�•: i ',r�•: i r�•: i r�•: 1 jr�•: ir�•: i Nr`.: i �•: i 'r�•: 1 n•: i rj�•: 1 -r�•: 1 ir�, ': 1 �•: i rs�': 1 r�': i �r�' : 1 �r�' : i ��• : / -��' : i ��• : 1 r�' : 1 �ri� .: i �r�.: i r�.: i �• : 1 16'-91" vl�c- 'I:SMIiI_)Itif•:t'Z71M;i1=)lt:ilkSSI71MI�i`c_)IFiI•:�'Z:71M`il c)IF:iIR•'171Mi1?Iitil�Ss1:71Mii-)Itii��'Z.7iM`il-fltilRt'Z:71M) �1 c)Itil•:'1.7M'il_Iltil�S'1:7M`.i1-)ltiiRl'Z:7Y�ii.3ltif�bZ9IM', om 611 11" i His E co m o m 0 12 6 I __IY 1. ALL PALLET RACK POSITIONED TO LEAVE A 6" FLUE SPACE MINIMUM ON ALL SIDES WHEN LOADED. 2. SHELF SUPPORTS ARE WIRE DECK - NO SOLID SHELVES 3. WAREHOUSE AREA IS APPROXIMATELY 16,900 SQ. FT. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 17 2019 City of Tukwila BUILDING DIVISION AUG 43 2019 0 o� H pa_y NgUQO' w�3wpwz "� C]F+ NwU k1 q wrt°d(y�a"�U p�v'QSaw.UOrzn 3QQ�oa��pF z a"I.dCww2 pay �pUO�pw wpUwwa'Ll m in 00 00 a o�.. con`� V)0�o gtI'!�� A C-) 00�� DRAWN BY.• MTPICF \m 8-12-2019 DRAWIX NO: SHERT NO. 1 EXPIRES O4-12-2020 OF 3 SBSi4PS NOTES: 1. DESIGNED PER SECTION 2209 OF THE 2015 IBC. Fa = 1.0 & Ss = 1.43 �; 14 GA ATTACH COLUMN 14 GA. ATTACH COLUMN SEISMIC DESIGN CATEGORY: ID 0, TO BASE PLATE W1 TO BASE PLATE W/ 2. STORAGE CAPACITY: TYPE A = 3,000# PER LEVEL. (2) 31TO BOLT (2) 3/8`0 BOLT Do 1/2"0 ANCHOR �4 TYPE B = 1,000# PER LEVEL. co in 2 1 2 3/4" NOMINAL EMBED. 3. STEEL: ASTM A101 I FOR SHAPE Fy = 66,000 PSI GRADE 65. uj a0) 11 GA. FORMED 4, ALL BOLTS: A307 (UNLESS OTHERWISE NOTED). 4 11 GA FORMED CONNECTION MEMBER SLAB ON 5, ANCHORS: SIMPSON STRONG BOLT 2, [CC #ESR-3037. mw< CONNECTION MEMBER GRADE �15/16' p Q 3: WELD TO BASE PLATE WELD TO BASE PLATE I 6. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING fr. W ANCHOR INSTALLATION. 15 tilt 7. CONCRETE: 5.5" THICK x 2,500 PSI. a cl) C) 8, MODULUS OF SUB -GRADE REACTION: 50 PCI, 1 9i I F6W 16 GA. (DISTURBED SOIL: 500 PSF) <� 5/8"0 HOLES 5/8`0 HOLES 9. THE MAXIMUM TOP TO BOTTOM OUT -OF -PLUMB RATIO AND OUT-OF- /8' THE. 2B /8" THE _V'21 STRAIGHT RATIO RACK COLUMN IS 1/240 (FOR EXAMPLE 112" PER 10 L 2A SOIL FEET OF HEIGHT). COLUMN WHOSE OUT -OF -PLUMB RATIO OR OUT- O OF -STRAIGHT RATIO EXCEEDS THIS LIMIT SHALL BE UNLOADED AND RE -PLUMBED. ANY DAMAGED PARTS MUST BE REPAIRED OR REPLACED. (2) ANCHORS RE= PER BASE PLATE 2A lo. THE OWNER SHALL MAINTAIN THE STRUCTURAL INTEGRITY OF THE RACK SYSTEM BY ASSURING PROPER OPERATIONAL, HOUSE KEEPING, (4) ANCHORS REQ'D PER BASE PLATE AND MAINTENANCE PROCEDURES, BUT NOT LIMITED TO, THE FOLLOWING: ATTACH W( (1) 5/16`0 X 3' GA. 5 BOLT A) PROHIBIT ANY OVER LOADING OF ANY PALLET POSITIONS AND OF THE '2A] BASE PLATE 2B BASE PLATE OVERALL RACK SYSTEM. B) REGULARLY INSPECT FOR DAMAGE. IF DAMAGE IS FOUND, TYPICAL BRACE TO COLUMN CONNECTION 1 COLUMN 1 COLUMN 3 ANCHOR 4 HORIZONTAL & DIAGONAL BRACE IMMEDIATELY UNLOAD THE AFFECTED AREA AND REPLACE OR REPAIR ANY DAMAGED COLUMNS, BEAMS, OR OTHER STRUCTURAL COMPONENTS. V_B tiSC) REQUIRE ALL PALLETS TO BE MAINTAINED IN GOOD, SAFE OPERATING CONDITION. D) ENSURE THAT PALLETS ARE PROPERLY PLACED ONTO PALLET LOAD 1/8" TYP. 1/8" TYP, SUPPORT MEMBERS IN PROPERLY STACKED AND STABLE POSITION. ,-7/16`0 STUD 5/8'Lf/8"y M 1/2' E) REQUIRE THAT ALL GOODS STORED ON EACH PALLET TO BE ------- t-, 7 5 PROPERLY STACKED AND STABLE, I i ��. F} PROHIBIT DOUBLE STACKING OF ANY PALLET POSITION, INCLUDING w THE TOP MOST POSITION, UNLESS THE RACK SYSTEM IS SPECIFICALLY 1/2' If DESIGNED FOR SUCH LOADING. 2" YP. G) ENSURE THAT THE RACKS ARE NOT MODIFIED OR REARRANGED IN A n 16 GA 0 79 MANNER NOT WITHIN THE ORIGINAL DESIGN CONFIGURATIONS. (Th) 7 9 1; 16 GA, If ra-) 6. [ u ------------------- kifik VI 3114' FT-n L ------ 14 Gk 5A56 (D It, ce 7 GA. 7 GA. ATTACH W/ (4) 1/2"0 BOLTS TYP.>1/811/ 4` 111 TYP 4 --a z -61 CONNECTOR CONNECTOR 0 2 3 CONNECTION 5 ROW 0 GENERAL CONFIGURATION )B TYPICAL BEAM TO COLUMN CONNE 5Aj BEAM BEAM OW SPACER (FOR ALIGNMENT PURPOSES) TYPE B w TYPE A <1<1<1<1 n5A 18 T ri ri SEIZMIC ---------- II II EST. 1985 3 ` SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. CovinaMaliforrila 724 2 2„ Tel.(909)869.0989 II 3 DRAWNBY; M.V./T.B. DATE: 08/20/19 II II 2 i t I I 2.' LAST REV. BY: REV. DATE: .................... 1, 4" 114' - 1 4" 1 4"" REVIEWED FOR TYPE: K.M. SCALE: N.T.S. 2 2 CODE COMPLIANCE SY APPROVED APRVD BY: SAL E. FATEENI SEP 17 2019 Digitally 9 signed by Sal 2 2." Fateen if City of Tukwila Date: 2019.08.22 BUILDING DIVISION '42 07'00' 3 V FA 7, t. FA 2" ------------- IED CITY OF TUIECEIVMVILA FRONT VIEW SIDE VIEW FRONT VIEW SIDE VIEW"@ SEP 12 2019 CORRE(;TION 0 AL PERMIT CENTER EXPIRES LTR#--t-- 04-12-2020 DESCRIPTION: STORAGE RACK ci0 DETAILS %v DRAWING NUMBER: [ISTORAGE RACK ELEVATIONS 19-2268-A