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Permit D18-0332 - ARIZONA TILE - STORAGE RACKS
ARIZONA TILE 11060 TUKWILA INTL BLVD COMPLEX D18-0332 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 0423049014 Permit Number: D18-0332 11060 TUKWILA INTL BLVD COMPLEX Issue Date: 11/2/2018 Permit Expires On: 5/1/2019 Project Name: ARIZONA TILE Owner: Name: Address: SEBCO INC 4020 E MADISON ST #320 , SEATTLE, WA, 98112 Contact Person: Name: WILLTOOKER Address: 12 S IDAHO ST, SEATTLE, WA, 98134 Contractor: Name: Address: R H BROWN COMPANY 12 S IDAHO ST, SEATTLE, WA, 98134 License No: RHBROC*130BK Lender: Name: ARIZONA TILE LLC Address: 8829 S PRIEST DRIVE , TEMPE, AZ, 85284 Phone: (206) 624-3100 Phone: (206) 624-3100 Expiration Date: 7/6/2020 DESCRIPTION OF WORK: SUPPLY AND INSTALLATION OF NEW PALLET RACKING EQUIPMENT PER THE ATTACHED DRAWINGS AND LAYOUT. Project Valuation: $68,419.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $2,079.13 Occupancy per IBC: Water District: TUKWILA Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No L OAL Permit Center Authorized Signature: Date: 11 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: C ( to Ic4T Date: %t/Llz-of F 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. 7: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 8: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 12: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 9: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordancewith the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 10: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 11: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 13: Maintain fire extinguisher coverage throughout. 15: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 14: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 16: Clearance between ignition sources, such as light fixtures, heaters and flame -producing devices, and combustible materials shall be maintained in an approved manner. (IFC 305.1) 17: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.3.1) 18: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 19: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 20: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL 4046 SI-EPDXY/EXP CONC 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 l0- O33 . Project No. Date Application Accepted: 10 -1t -t0 Date Application Expires: 1-V (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 11060 W. Tukwila International Blvd Tenant Name: Arizona Tile PROPERTY OWNER Name: SEBCO Inc Address: 4020 East Madison Street, Ste320 City: Seattle State: WA zip: 98112 CONTACT PERSON — person receiving all project communication Name: Will Tooker Address: 12 S. Idaho St City: Seattle State: WA Zip: 98134 Phone: (206) 624-3100 Fax: (206) 682-7469 Email: willt@rhbrown.com GENERAL CONTRACTOR INFORMATION Company Name: Poe Construction Address: 1519 West Valley Hwy N., Ste 103 City: Auburn State: WA Zip: 98001 Phone: (253) 833-2400 Fax: Contr Reg No.: POECOI*247QZ Exp Date: 05/01/2019 Tukwila Business License No.: 171004362 H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh King Co Assessor's Tax No.: 032304906707 Suite Number: Floor: 1 New Tenant: I Yes ❑ .. No ARCHITECT OF RECORD Name: Arizona Tile LLC Company Name: David Kehle Architects City: Tempe State: AZ Zip: 85284 Architect Name: David Kehle Address: 1916 Bonair Dr. SW City: Seattle State: WA Zip: 98116 Phone: (206) 433-8997 Fax: 869-0981 Email: ENGINEER OF RECORD Name: Arizona Tile LLC Company Name: Seizmic Inc. City: Tempe State: AZ Zip: 85284 Engineer Name: Sal Fateen Address: 1130 E. Cypress St City: Covina State: CA Zip: 91724 Phone: (909) 869-0989 Fax: (909) 869-0981 Email: Engineering@seizmicinc.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Arizona Tile LLC Address: 8829 S Priest Drive City: Tempe State: AZ Zip: 85284 Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 68,419 Describe the scope of work (please provide detailed information): Supply and installation of new pallet racking equipment per the attached drawings and layout. Existing Building Valuation: $ 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 PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ® Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.doca Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Floor 96,402 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ® Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.doca Revised: August 2011 bh Page 2 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 AUTHORIZED GENT: Signature: /„i Date: 10/17/2018 Print Name: Will Tooker Mailing Address: 12 S. Idaho St H:\ Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Day Telephone: (206) 455-5214 Seattle WA 98134 City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila Receipt Number R15656 DESCRIPTIONS ACCOUNT ) QUANTITY PermitTRAK I PAID $2,079.13 D18-0332 Address: 11060 TUKWILA INTL BLVD COMPLEX Apn: 0423049014 $2,079.13 DEVELOPMENT $2,018.71 PERMIT FEE R000.322.100.00.00 0.00 $1,208.31 PLAN CHECK FEE R000.345.830.00.00 0.00 $785.40 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 TECHNOLOGY FEE $60.42 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R15656 R000.322.900.04.00 0.00 $60.42 $2,079.13 Date Paid: Thursday, October 18, 2018 Paid By: RH BROWN Pay Method: CHECK 76372 Printed: Thursday, October 18, 2018 11:45 AM 1 of 1 SYSTEMS INSPECTION NO. INSPECTION RECORD y Retain a copy with permit DW PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro ct: firs 20NA � le-- Typenspection: ` , £Xp hJi Address:�Os 71:44//61' ,-/ , 4,,D�to Called: - Special Instructions: Date Wanted: a.m. •S — 2-01 7' p.rn. Requester: Phone No: 4LApproved per applicable codes. Corrections required prior to approval. MENTS: Inspector: Date: // 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) 431-3670 Permit Inspection Request Line (206) 438-9350 Iis -o33Z Pr 'ect: / 740A1A if Le T e of inspection: A dress: /W 60A �R,:g , c v ate Called: Special Instructions: PA- 1� �[ r ack(t e. / / 6 ` Date Wanted: /S - ) 19 p.m. Requester.2b Phone No: VApproved per applicable codes. Corrections required prior to approval. COMMENTS: F1P.1AL 7 Inspector: CO Date:3_1� _/C REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit pig -0332 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: -.-� tt r i ZoAM / r �,c T e of I p ction: u. % c ° -j�N Address: , iv /! Ot9D /�1Jw/L -^v� ate Called: Special Instructions: n A,' ce'" Date Wanted: 3-13-z-°/, p.m. utr e"/00ors c 131.64 a,J Mildledea Requester: Phone No: _ Approved per applicable codes. IX,Corrections requir rior to approval. OMMENTS: f u.t idl it--,4ML- 1� 0:t /dtg- iciAtieLL�s stilt) er,f Fier c.nut 4-p vee_Aa Inspector' C Dater 13-zoil.2 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. PER IT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Type Lof Inspection: t / y_ ,0 eatuk -� ; f ,� 1� -711,4 Address: !O(7 1-5$44)/144 /r r. Date Called: k i Sp cial Instructions: Date Wanted: go- /9 ..n � .r p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: ecoil /10 a 5�zc /t-t,r Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Field Report Report #: 77752 A.A.R. Testing Laboratory, Inc. 7126 180th'Ave.NE., Park 180, Suite C101, Redmond, WA 98052 Phone 425.881.5812 Fax 425.881.5441 ., Client: RH Brown 12 S. Idaho St. Seattle, WA 98134 Contact: Will Tooker Project Number: Permit #: 19-062 D18-0332 Project Name: Arizona Tile Address: City: 11060 Tukwila International Blvd Tukwila Inspection Performed: Proprietary Anchors Date: 1/23/2019 Time: Temperature: Anchor bolts for pallet racks, initial inspection. Observed drilling, cleaning and installation of Hilti KBT2 3/4" x 5-1/2" anchors, torqued to 110 ft/lbs. All installed per ESR 1917. This is a partial inspection. RECEIVED CITY OF TUKWILA FEB 0 1 2019 PERMIT CENTER Distribution: © Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner © Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Inspector: Trow, Michael Reviewed by: Christensen, Chris All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden Field Report Report #: 77993 A.A.R. Testing Laboratory, Inc.'7126 180th Ave.N.E., Park 180, Suite C101, Redmond, WA 98052 Phone 425.881.5812 Fax 425.881.5441 Client: RH Brown 12 S. Idaho St. Seattle, WA 98134 Contact: Will Tooker Project Number: 19=062 Permit #: D 18-0332 9 Project Name: Arizona Tile Address: 11060 Tukwila International Blvd City: Tukwila Inspection Performed: Proprietary Anchors Date: 1/28/2019 Time: Temperature: Anchor bolts for pallet racks, final inspection. Verified installation of Hilti KB T2 anchors, 3/4" x 5-1/2" with 4" embed, torqued to 110 ft/lbs. All installed per ESR 1917 and per plan. RECEIVER CITY OF T UKWILA FEB 152019 PERMIT CENTER Distribution: Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner © Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Inspector: Trow, Michael Reviewed by: Christensen, Chris All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden MATERIAL HANDL! SPECIAL PRODUCTS TANK SUPPORTS MACHINERY RACKBLDGS SHEDS MEZZANINES FOOTINGS REVIEWE CODE COMPLIANCE APPROVED CONVEYORS TALL SUPPORTS HEADER STEEL SORT PLATFORMS PICK MODULES ROOF VERIFICATION OCT 31 2018 City of Tukwila BUILDING DIVISION STORAGE RACKS SELECTIVE DRIVE•IN PUSHBACK FLOW RACK CANTILEVER OTHER SERVICES SEISMIC ANALYSIS PERMIT ACQUISITION EGRESS PLANS STATE APPROVALS PRODUCT TESTING Licensed in 50 States Analysis of Storage Racks for Arizona Tile SHELVING METAL METAL/WOOD MOVABLE GONDOLAS LOCKERS CATWALKS SPECIAL PRODUCTS SHUTTLES VLM CAROUSELS VRC MODULAR OFFICES FENCES 11060 Tukwila International Blvd, Tukwila, WA Job No. 18-2171 1130 E. Cypress St Approved by: Sal E. Fateen, P.E. 9/19/2018 APR 1 2 2020 Covina, CA 91724 bIS033t RECEIVED CITY OF TUKWILA I)t : f 18 2018 PE AIVIIT CENTER (909) 869-0989 MATERIAL HANDLI EST. 1985 IN =ERING TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila Inte Tukwila, WA SHEET#: 1 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 1 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 4 7 8 9 11 14 15 17 20 21 23 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. s t 0 i�,i• P �w} 6"2 d 44/ aY i -+'•�•• 8 a SxEIZMI /,tier,• MATERIAL HANDLING,E INE RING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila Inte Tukwila, WA SHEET#: 2 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 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. CONCEPTUAL DRAWING Some components may not be used or may vary Legend 1. Column 2. Base Plate 3. Anchors 4. Bracing 5. Beam 6. Connector TRIBUTARY AREA TRANSVERSE LONGITUDINAL NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET MATERIAL HANDLIN"*,E1NGIN=PING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila Inte Tukwila, WA SHEET#: 3 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2015 IBC Levels: 4 Panels: 4 Load per Level Configuration 1: TYPICAL L 1.2 S = 1.52 F = 1.0 1=1 V g = 941 lbs. P,,,„,, = 11000 lbs. S1= 0.57 = 1.5 SDC = DTram = 3755 lbs. P„,r', = 11682 lbs. 5400 lbs \ — - T S— -4 i 48" r" 42" 5400 lbs 48" 54" \ 5400 lbs 192 5. .-S 48" 36" \ 5400 lbs S-- —S 36" 48" L 1 1" $—• 36" ----1. * 96" FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN 4.63 x 2.5 - .060 (SSB466M) 3 Pin 2" cc Connector 3 x 3 - .089 (LM25) Steel = 55 ksi Max Static Cap. = 60361b. Stress = 46% Steel = 55000 psi Stress = 91% Stress = 81% (level 1) Max stress = 46% (level 1) HORIZONTAL BRACE Max stress = 91% (level 1) 1.5 x 1.25 - .075 Stress = 70% (panel 1) DIAG BRACE (doubled 1-3) 1.5 x 1.25 - .075 Stress = 81% (panel 1) Base Plate Slab & Soil Anchors Steel = 36000 psi Slab = 6" x 2500 psi Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 8 in. x 8 in. x 0.375 in. 4 anchors/plate Sub Grade Reaction = 50 pci 0.625 in. x 4 in. Min. Embed. Moment = 8533 in -lb. Stress = 15% Slab Bending Stress = 54% (S) Pullout Capacity = 1865 lbs. Shear Capacity = 3943 lbs. Anchor stress = 98% Seizmic Analyzer version 20180917 © Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDL' EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 RING PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Arizona Tile SpaceRak_Eric 11060 Tukwila Inte Tukwila, WA 4 banjarjian 9/19/2018 20180918 32 t Loads and Distributions: TYPICAL 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: 4 2 1 2700 22000 lbs SDS = 2/3 S, • Fn = 1.01 SD,=2/3•S,•F= 0.57 W. = 0.67 • WPL + WDI. = 14872 lbs Seismic Shear per RMI 2012 2.6.3: Longitudinal Vlongl = C, • Ip • W, = SD, / (TI• RL) 1p • WS = 0.57 / (1.5 6)•1 14872 = 941.89 lbs VIS need not be greater than: =Cs.Ip•Ws =SDS/RL•I,,•Ws = 1.01 / 6.1 •14872 = 2503.451bs If S, >= 0.6, then VI.. shall not be less than: Vlongl = Cg• Ip • Ws =0.5•S,/RL•Ip•W. = 0.5.0.571 • 14872 = 706.421bs V,o shall not be less than: Cs Ip' Ws =Max[0.044•SD„ 0.5•S1/R, ,0.03]•Ip•W, = Max[0.04, 0.05, 0.03] • 1 14872 = 706.42 lbs Vlongl SDC: D W„: 21600 WDI•: 400 lbs Fv: 1.5 V 10n84 Since: 941.89 <= 2503.45 & 941.89 >= 706.42 & 941.89 >= 706.42 V1, = 941 lbs R1: 6 Rr: 4 Fa: 1 TI: 1.5 Ss: 1.52 Si: 0.57 Ip: 1 Transverse ELn EL 5 v ELI EL EL 2 EL V._ need not be greater than: VUnn,l = CS Ip • W, SDs / RT• Ip Ws = 1.01 / 4.1 14872 = 3755.18 lbs If S, >= 0.6, then V.,o, shall not be less than: VUane2 = C, •Ip W, =0.5•SI/R.r•Ip'W, = 0.5.0.57 1.14872 = 1059.63 lbs VV,., shall not be less than: VUand3 = Cs Ip • W. =Max[0.044 SDS,0.5•S1/R1.,0.03]•1p•AT, = Max[0.04, 0.07, 0.03] • 1 ' 14872 = 1059.63 ib Since. 3755.18 >= 1059.63 & 3755.18 >= 1059.63 = 3755 lbs MATERIAL HANDLING,NGIN RING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila Inte Tukwila, WA SHEET#: 5 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 Loads and Distributions: TYPICAL (Page 2) WH f—V " Longitudinal Transverse Level h w w h f w w h f 1 48 5500 264000 94.1 5500 264000 375.5 2 96 5500 528000 188.2 5500 528000 751 3 144 5500 792000 282.3 5500 792000 1126.5 4 192 5500 1056000 376.4 5500 1056000 1502 MATERIAL HANDLI;ENGINEERING TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila Inte Tukwila, WA SHEET#: 6 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 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 T=2n ENL1 Wpihp`2 9 k+ kbe� + Nb kb + kce�) Where: W1, = the weight of the ith pallet supported by the storage rack hp; = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack g = the acceleration of gravity = the number of loaded levels k = the rotational stiffness of the connector kb, = the flexural rotational stiffness of the beam -end kb = 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 6EIb k,e k� kb = L 4EI H EI H L = the clear span of the beams H = the clear height of the upright Ib = the moment of inertia about the bending axis of each beam 1, = the moment of inertia of each base upright E = the Young's modulus of the beams Calculated T = 3.24 Since the calculated T is greater than 1.5, the more conservative value of 1.5 is used in the calculations (A-7) # of levels 4 min. # of bays 3 Nc 48 Nb 8 k 300 kip-in/rad kb, 3910 kip-in/rad kb 208 kip-in/rad kCe 835 kip-in/rad It, 2.12 in' L 96 in Ie 1.36 in' H 192 in E 29500 ksi Level hP. WI. 1 69 in 5 kip 2 117 in 5 kip 3 165 in 5kip 4 214 in 5 kip SEIZMIC° sio,YA-41, MATERIAL HANDLINt ENGIN: RING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila lnte Tukwila, WA SHEET#: 7 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 LRFD Basic Load Combinations: TYPICAL 2015 IBC& RMI / ANSI MH 16.1 V Trans = 3,755 lbs V Lnf, = 941 lbs P = Product Load / 2 =10,800 lbs D = Dead Load • 0.5 = 200 lbs L = Live Load = 0 lbs MTrnn, = EfT ins hT = 540,720 in -lbs Err., = MT.ns / frame depth =15,020 lbs (3 = 0.7 G3 = 1.0 (Uplift combination only) p =1 SDS = 1.01 S = Snow Load = 0 lbs R = Rain Load = 0 lbs Lr = Live Roof Load = 01bs W = Wind Load = 0 lbs Basic Load Combinations 1. Dead Load=1.4D+1.2P = (1.4 200) + (1.2.10,800)= 13,240 lbs 2. Gravity Load=1.2D+1.4P+1.6L+0.5(LrorSorR) = (1.2 200) + (1.4 10,800) + (1.6 0) + (0.5.0)= 15,359 lbs 3. Snow/Rain = 1.2D + 0.85P + (0.5L or 0.5W) + 1.6(Lr or S or R) = (1.2.200) + (0.8510,800) + (0.5 0) + (1.6 0)= 9,420 lbs 4. Wind Load = 1.2D + 0.85P + 0.5L + 1.0W + 0.5(L, or S or R) = (1.2.200) + (0.8510,800) + (0.5 0) + (1.0 .0) + (0.5.0)= 9,420 lbs 5A. Seismic Load (Transverse) = (1.2 + 0.2SDS)D + (1.2 + 0.2SDs)IIP + 0.5L + pE,.1H1,, + 0.2S =(1.2+0.2.1.01)•200+(1.2+0.2 1.01)•0.7.10,800+0.5 0+ 1 15,020+0.2.0=25,899lbs 5B. Seismic Load (Longitudinal) = (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)13P + 0.5L + pELo„S + 0.2S =(1.2+0.2.1.01)•200+(1.2+0.2 1.01)•0.7.10,800+0.5 0+1 0+0.2 0=10,879lbs 6. Wind Uplift = 0.9D + 0.9P, + 1.0W =0.9.200+0.9.10,800+ 1.0.0= 180lbs 7. Seismic Uplift = (0.9 - 0.2SDS)D + (0.9 - 0.2SD4Papp - pET�fs = (0.9 - 0.2.1.01) • 200 + (0.9 - 0.2 1.01) 1 10,800 - 1 15,020= -7,342 lbs For a single beam, D = 32 lbs P = 2,700 lbs I = 337 lbs 8. Product/Live/Impact = 1.2D + 1.6L + 0.5(SorR) + 1.4P + 1.41 (1.2.32)+(1.6.0)+(0.5.0)+(1.4.2,700)+(1.4.337)=4,290lbs ASD Load Combinations for Slab Analysis 1. (1 + 0.105S'DS)D + 0.75((1.4 + 0.14SDS)(3P + 0.7pE) = (1 + 0.105 1.01) 200 + 0.75((1.4 + 0.14 1.01) • 0.7 10,800 + 0.7.1 15,020)= 16,846 lbs 2. (1 + 0.14SDS)D + (0.85 + 0.14SDS)IIP + 0.7pE _ (1 + 0.14.1.01) 200 + (0.85 + 0.14 1.01) 0.7 10,800 + 0.7 1 15,020= 18,2371bs 3. D+P = 200 + 10,800 = 11,000 lbs MATERIAL HANDLING;NGINEPRING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: Arizona Tile SpaceRak_Eric 11060 Tukwila Inte Tukwila, WA 8 banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 Longitudinal Analysis: TYPICAL 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). MCo,,,,R Mcorml. = K0, , MCom = ((Mup,,e, + MLow„) / 2) + MEnd, Vco, = V,gog / # of columns = 471 lbs MBaSe = 8533 in -lbs MLow-er = ((Vealh;) - MBa ae (471 lbs • 46 in.) - 8533 in -lbs = 13133 in - lbs FRONT ELEVATION Levels h; £ Axial Load Moment Beam End Moment Connector Moment 1 48 47 11,000 13,133 4,089 15,743 2 48 94 8,250 10,175 4,089 13,134 3 48 141 5,500 7,916 4,089 10,311 4 48 188 2,750 4,529 4,089 6,353 MATERIAL HANDLIN 85,4t GINGERING EST. 19 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila Inte Tukwila, WA SHEET#: 9 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 COLUMN ANALYSIS: TYPICAL ( Level 1 ) Analyzed per RML AISI 2012 (LRFDI and the 2015 IBC. Section subject to torsional or flexural -torsion buckling (Section C4.1.2) K'L /R = 1.2 46/1.251 =44.14 K •L /R = 1 .36/ 1.103 =32.64 KL/R„,„„ = 44.14 r=(r2+r2+x2)12 (Eq. C3.1.2.1- 7) =(1.2512+ 1.1032+-2.8192)12=3.275 in. (3 =1 - (Xo/ro)2 (Eq C4.1.2-3) = 1 - (-2.819/3.275)2= 0.259 F =172E/(KL/r)P1„,2 (Eq C4.1.1-1) = 3.142.29500 / 44.142 =149.445 ksi. F2 =(1 /2%3)((6, + (7,)2 - (4/36 o))9 (Eq C4.1.2-1) = (1 / (2.0.259)((149.445 + 104.857) - (149.445 + 104.857)2 - (4 0.259 149.445.104.857))12)= 66.072 ksi where: o =172E/(RL /R)2 (Eq C3.1.2-11) = 3.142 29500 / 44.142 = 149.445 ksi a,, =1 /A o2(GJ+ (I72EC) / (K,L,)2) (Eq C3.1.2-9) = 1 / 0.869.3.2752(11300 0.002 + (3.142.29500 2.711) / (0.8 36)2) = 104.857 ksi F = Min(F„ F2) =66.072 ksi P, = Ae1r •F = (F /F)12= (55 / 66.072)u2= 0.912 Since X < 1.5: F = (0.658W)) F, = 38.819 Thus: F = 26695 lbs = 22690 lbs (Eq C4.1-1) (Eq C4.1-4) (Eq C4.1-2) 3x3-.089 SECTION PROPERTIES Depth 3 in. Width 3 in. t 0.089 in. Radius 0.19 in. Area 0.869 in.2 AreaNet 0.742 in.2 Ix 1.36 in.° S 0.907 in.' SxNe, 0.843 in.' Rx 1.251 in. Iy 1.058 in.' S}. 0.613 in.' Ry 1.103 in. J 0.002 in.° C„, 2.711 in.6 Jx 3.096 in. X, -2.819 in. Kx 1.2 Lx 46 in. K}, 1 L}• 36 in.. K, 0.8 F 55 ksi F„ 65 ksi Q 0.9 G 11300 ksi E 29500 ksi Cmx 0.85 C, -1 C, 1 C1 1 Phi,, 0.9 Phi 0.85 MATERIAL HANDLINGENGI EERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila Inte Tukwila, WA SHEET#: 10 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 COLUMN ANALYSIS: TYPICAL ( Level 1 ) Analyzed per RML AISI 2012 (LRFD) and the 2015 IBC. Lateral -torsional buckling strength [Resistance] (Section C3.1.2) Po Where: P a. M F F F F. e.mm = PA = 32149 lbs = AF = 0.688.55 = 37822 lbs =M =SF =S .F =CrA(c a)" 2 / Sf = 393.135 ksi =CAo (j+C(j2+ r2(a/ax))'n)/(CTFSf)=149.112ksi = (C5 I2Edl.) / (S,(1C„L)2 = 786.38 ksi = 149.112 ksi Since: 0.56E <2.78F Fe = (10/9)FY(1 -(10F / 36F,))= 54.8 ksi Reduced Feff=1 -((1-Q)/2)•(F /F)Q 1= 52.1 ksi Mr = 43909 in -lbs M), = 31937 in -lbs MA PEx PE, a Praos M = 39518 in -lbs M„,,�„= 28743 in -lbs = n2E7 /(RL)2=129932 lbs = n2El /KL)2= 237617 lbs =(1-(OP/Px))=0.924 =(1-((P/Pod) =0.958 = 25,899 lbs P,onE= 10,879 lbs = M = 13133 in -lbs M=114„,.,„ =(1.2•D)+(1.4•P)= 15356 lbs P s /P = 15356 / 22690 = 0.68 Static Stress = 67% Since: P1 /P >= 0.15 Stressl =P,/P +Mx/(AbMx)+M /(.bMY) = 010 ,879 / 22690) + (13133 / 39518) + (1 / 28743)) = 81% Stress2 = P, /Po + CM / (O,Mxa) + CmyM / (obKa.) = (10,879 / 32149) + (0.85 13133 / 39518 0.924)) + (0.85 1 / 28743 Stress3 P, / Pe. = 25,899 / 32149 =80% Column Stress = Max(Stressl, Stress2, Stress3, Static) = 81% (Eq C3.1.2.1-1) (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) (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) 0.958))) = 64% 3x3-.089 SECTION PROPERTIES Depth 3 in. Width 3 in. t 0.089 in. Radius 0.19 in. Area 0.869 in.2 AreaNet 0.742 in.' Ix 1.36 in.4 S. 0.907 in.' S.Ne, 0.843 in.' Rx 1.251 in. I, 1.058 in.4 S). 0.613 in.3 R). 1.103 in. J 0.002 in.4 C,,. 2.711 in.6 J. 3.096 in. Xo -2.819 in. K. 1.2 Lx 46 in. IS 1 L 36 in. Kt 0.8 FY 55 ksi F. 65 ksi Q 0.9 G 11300 ksi E 29500 ksi Cm„ 0.85 Cs -1 Cb 1 Cff 1 Phi, 0.9 Phi. 0.85 MATERIAL HANDLIN ENGIN ERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST• COVINA. CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila Inte Tukwila, WA SHEET#: 11 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 BEAM ANALYSIS TYPICAL Determine allowable bending moment per AISI Check compression flange for local buckling (B2.1) Effective width w = C - 2t - 2r = 1.625 - (2 • 0.06) - (2.0.125) = 1.26 in. w/t = 1.255 / 0.06 = 20.99 X = (1.052 /10/2) • (w/t) • (F / E)1/2 = (1.052 / 2) • 20.993 • (55 / 29500)1/2 = 0.48 X <= 0.673: Flange is fully effective. Check web for local buckling (B2.3) f1(comp) = Fy • ())3 /39 = 55 * 2.24 / 2.42 = 50.81 ksi f2(tension) = F • (y, l y2) = 55 * 2.02 / 2.42 = 45.78 ksi 'P =-(f2/f) = -(45.78/50.81) = -0.9 Buckling coefficient k = 4 + 2 • (1 -'P)3 + 2 • (1 -'P) =4+2(1 --0.9)3+2(1 --0.9) = 21.54 Flat Depth w = yl + y3 = 2.02 + 2.24 = 4.255 w/t = 4.255/0.06 = 71.16 w/t < 200: OK X = (1.052 / km) • (w/t) • 0.67 (f / E)1/2 = (1.052 / 2) • 71.161 • (50.81 / 29500)1/2 = b1=w•(3-IP) = 4•(3--0.9) = 16.6 b2=w/2=2.13 bl + b2 = 16.6 + 16.6 = 18.73 Web is fully effective Determine effect of cold working on steel yield point (FYA) per section A7.2 Corner cross-sectional area Lc = (17 / 2) • (r + t / 2) = (II / 2) • (0.125 + 0.06 / 2) = 0.243 Lf = effective width = 1.255 C = 2•4/Lf+2•Lc = 2.0.243/1.255+2•Lc = 0.2793 m = 0.192 • (F, / F,)- 0.068 = 0.192 • (70 / 55) - 0.068 = 0.1764 B, = 3.69•(F/F)-0.819•(F„/F)2-1.79 = 3.69•(70/55)-0.819•(70/55)2-1.79 = 1.58 Fu/Fy=70/55 = 1 >=1.2=OK r/t = 0.125 / 0.06 = 2.09 <=7=OK F , = Bc • F / (r / t)m = 1.58 • 55 / (2.09)'" = 76 F,q_,0 = C • F c + (1 - C) • F = 0.279.76 + (1 - 0.279) • 55 = 61 Fvo-bottom = Fa -top • Ygl(A -Yg) = 61 •2.2/(4.625-2.2) = 55 A B C 1 4.63 x 2.5 - .060 Top flange width C = 1.625 in. Bottom width B = 2.5 in. Web depth A = 4.625 in. Beam thickness t = 0.06 in. Radius r = 0.125 in. Fy = 55 Fu = 70 Y1 = 2.02 Y2 = 2.42 Y3 = 2.24 Ycg = 2.2 Ix = 2.12 Sx = 0.88 E = 29500 FBeam F = 300 Beam Length L = 96 MATERIAL HANDLINGt.Et GIN. RING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila Inte Tukwila, WA SHEET#: 12 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 BEAM ANALYSIS TYPICAL Check Allowable Tension Stress for Bottom Flange Lfange-hat = B - (2 • r) - (2 • 1) = 2.5 - (2.0.125) - (2.0.06) = 2.13 Cbottom = 2 Lc / (L fange-bot + 2 • L) = 2.0.243 / (2.13 + 2 •0.243) = 0.186 F -no„om = Cbo„om • F a + (1 - Cbo„om) • Fy = 0.186.76 + (1 - 0.186) • 55 = 58.96 F,a = F�_or = 60.95 ksi Determine Allowable Capacity For Beam Pair (Per Section 5.2 of the RMI, PT II) Check Bending Capacity Mcenter = (1)M = W•L•52•Rm/8 S2 = LRFD Load Factor = (1.2 • DL + 1.4 • PL + 1.4 • 0.125 • PL) / PL For DL = 2% of PL: S2 = 1.2.0.02+1.4+1.4.0.125 = 1.6 R. = 1-((2•F•L)I(6•E•I +3•F•L)) = 1 - ((2.300.96) / (6.29500.2.12 + 3 300.96)) = 0.88 (1)•M = I:I)•Fa•S = 50.68 in -kip W = •M •8•(#ofBeams) /(L•Rm•52) = (50.68.8.2)/(96.0.88.1.6) = 6036 lbs/pair Check Deflection Capacity Amax = Ass Rd = L / 180 max Rd = 1 - (4 • F • L) I (5 • F • L + 10 • E • I ) = 1 - (4 • 300 • 96) / (5 • 300.96 + 10 • 29500 .2.12) = 0.85 Oss = (5 • W • L3) / (384 • E • I) L/180 = (5• W• L3• Rd) I(384•E•I •(#of Beams)) W = (384•E•I •2)/(180.5•L2•Rd) = (384 •29500.2.12 •2) / (180 • 5 • 962 • 0.85) • 1000 = 6814 lbs/pair B 1 4.63 x 2.5 - .060 Top flange width C = 1.625 in. Bottom width B = 2.5 in. Web depth A = 4.625 in. Beam thickness t = 0.06 in. Radius r = 0.125 in. Fy = 55 Fu = 70 Y1 = 2.02 Y2 = 2.42 Y3 = 2.24 Ycg = 2.2 Ix = 2.12 Sx = 0.88 E = 29500 FBeam F = 300 Beam Length L = 96 SEIZMIC, MATERIAL HANDLING, ENGIN ERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila Inte Tukwila, WA SHEET#: 13 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 Allowable and Actual Bending Moment at Each Level M WP M =W •h/8 M =M static allowstafic a!lowstatic seismic conn Miiow,seismlc=S • Fb Level M static M allow,static M seismic M allow,seismic Result 1 32,976 36,216 7,872 36,216 Pass 2 32,976 36,216 6,567 36,216 Pass 3 32,976 36,216 5,156 36,216 Pass 4 32,976 36,216 3,177 36,216 Pass MATERIAL HANDLING ENGINEERING EST. 1085 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila Inte Tukwila, WA SHEET#: 14 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 Beam to Column Analysis: TYPICAL 1. Shear Strength of Pin Pin Diameter = 0.438 in. F. = Fav = 54000 psi Ab= d2•n/4=0.15 in. P„ = An F„ = 8136.39 lbs Pshea = 4Pa = 0.75 Pn = 6102 lbs 2. Bearing Strength of Pin Column Thickness to = 0.09 in. Since d/te<10 C=3 mf= 1.0 F„ = 65000 psi P„ = C m1 • d t, Fa = 7601.49 lbs Pacara5 = ea = 0.75.7601.49 = 5701 lbs 3. Moment Strength of Bracket AISI Table E3.4-1 AISI Table E3.4-1 AISI E3.3.1 -1 Edge Dist. = 1 in. TCIiP = 0.179 in. SC1i, = 0.127 in.' M„ = Se • Fy = 6985 in -lbs AISI C3.1.1 -1 MS,r,„O,b = oMa = 0.9 M = 0.9 Sch, • FY = 6286.5 in -lbs C = 1.67 d = Edge Dist. / 2 = 0.5 in. Ms=ngm = c d PchP PCIiP = MS R,h / (c • d) = 7542 lbs Minimum Value of P1 Governs P, = Min(Psho., PBea..R' Po) = 5701 lbs MCO AI,ow = (P1.4.5) + (P, • (2.5 / 4.5) • 2.5) + (P, (0.5 / 4.5) • 0.5) = 33889.28 in -lbs b4 !LAT, :tEIZMIC MATERIAL HANDLIIGNGIN SPRING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila Inte Tukwila, WA SHEET#: 15 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 BRACE ANALYSIS TYPICAL (Panel 1) Analyzed per RMI, AISI 2012 (LRFD) and the 2015 IBC. Section subject to torsional or flexural -torsion buckling (Section C4.1.2) =0.42/0.615 =68.35 Ky•L /Ry = 142/0.852 =49.31 KL/R,.„ = 68.35 r=(r2+r2+X 2)1n = (0.6152 + 0.8522 + -0.9172)12 = 1.394 in. R = 1 - (Xo/ro)2 = 1 - (0.917I1.394)2=0.567 =172E / (KL/r)„,,,,2 = 3.142.29500 / 68.352= 62.331 ksi F2 =(1 /2Q)((o + 6)2 - (4Q01,,c0 `n) = (1 / (2.0.567)((62.331 + 15.004) - (62.331 + 15.004)2 - (4 0.567 62.331 15.004))12)= 13.413 ksi where: o;„ =n2E / (I L, /1 )2 = 3.142.29500 / 68.352 = 62.331 ksi v, =1 /A r2(GJ+ (MEC) /(K,L,)2) = 1 / 0.558 1.3942(11300 0.001 + (3.142 . 29500 . 0.03) / (0.8 .42)2) = 15.004 ksi F = Min(F„ F2) =13.413 ksi P=Adn•F 7 � = (F /F)"2 = (36 / 13.413)"2= 1.638 Since 7v >= 1.5: F =(0.877/7,,2)•1 =11.763 Thus: P = 6566 lbs = 5581 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 C4.1-3) 1.5 x 1.25 - .075 (dbl) SECTION PROPERTIES Depth 3 in. Width 1.25 in. 0.075 in. Radius 0.112 in. Area 0.558 in.' AreaNet 0.558 in.2 Ix 0.211 in.4 S 0.281 in.' S.,,,, 0.281 in.3 Ix 0.615 in. I, 0.405 in.4 S, 0.258 in.3 R. 0.852 in. J 0.001 in.° 0.03 in.6 Jx 0.662 in. Xo -0.917 in. Ka 0 L 42 in. Ky. 1 L 42 in. K, 0.8 Fy, 36 ksi F„ 42 ksi Q 1 G 11300 ksi E 29500 ksi C„ 0.85 C -1 Cb 1 Cif 1 Phib 0.9 Phi. 0.85 MATERIAL HANDLIN , NGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila Inte Tukwila, WA SHEET#: 16 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 BRACE ANALYSIS TYPICAL (Panel 1) Analyzed per RMI. AISI 2012 (LRFD) and the 2015 IBC. Lateral -torsional buckling strength [Resistance] (Section C3.1.2) PeO Where: P M F F F F. = Poo = 17080 lbs = AeF = 0.558.36 = 20095 lbs =M =SF =S „F =C6 ,,A(cr y6)"2 / Sr = 84.709 ksi = CAa (j+Cs(j2+Io2(o- /ax))'n)/(CTFSf)=35.907ksi = (Cb172Ed/) / (S/IC„L)1= 713.641 ksi = 35.907 ksi Since: 0.56F, <2.78Fy P = (10/9)F (1 -(10F / 36F)) = 28.9 ksi Reduced F ,,F =1 - ((1 - Q) /2) • (F /F)Q •F = 28.9 ksi M = 8120 in -lbs My = 7469 in -lbs MxOb = 7308 in -lbs MA= 6722 in -lbs P = ri2Ei / (Y L)2 = 34793 lbs PFy = rI2E7 /(KL)2= 66844 lbs Max Pa = 65661bs VT �s = 3755 lbs LD,og = ((L - 6)2 + (D - 2B)9112= 42.43 in. VD. = (VTmns• LD1ag) / D = 5310 lbs Brace Stress = VD18s /F = 81% M=M n (Eq C3.1.2.1-1) (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) 1.5 x 1.25 - .075 (dbl) SECTION PROPERTIES Depth 3 in. Width 1.25 in. t 0.075 in. Radius 0.112 in. Area 0.558 in.2 AreaNet 0.558 in.2 Ix 0.211 in.' Sa 0.281 in.' ST Net 0.281 in.' Rx 0.615 in. }. 0.405 in.° Sy 0.258 in.' I2. 0.852 in. J 0.001 in.' Co, 0.03 in.' J, 0.662 in. X, -0.917 in. IS, 0 Lx 42 in. IS 1 Ly 42 in. K1 0.8 F}. 36 ksi F0 42 ksi Q 1 G 11300 ksi E 29500 ksi Coo, 0.85 C, -1 C 1 Cu 1 Phib 0.9 Phi, 0.85 MATERIAL HANDLI GIN'ERING TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila Inte Tukwila, WA SHEET#: 17 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 POST -INSTALLED ANCHOR ANALYSIS PER ACI 318-14, CHAPTER 17 Configuration 1 TYPICAL Assumed cracked concrete application Anchor Type 5/8" dia, 4" hef, 6" min. slab ICC Report Number ESR -1917 1.5 ha, = 6 in. Slab Thickness (h) = 6 in. Co, = 12 useCe nd] = 6 in. Min. Slab Thickness (h) = 6 in. Co, = 12 useCa2ad; = 6 in. Concrete Strength (f) = 2500 ksi Diameter (da) = 0.625 in. 3 - hey = 12 in. Nominal Embedment (hnom) = 4.5 in. Effective Embedment (hef) = Hef S, = 6 in. Use S, adj = 6 in. Number of Anchors (n) = 4 S2 = 6 in. Use S2,dj = 6 in. e'N =0 e' V = 0 From ICC ESR Report A. = 0.162 sq.in. f = 106000 psi S,u, = 3 in. C. = 3.25 in. CBe = 8.75 in. NP = 9999 in. Avc ha ,141111nRIN • : I- 1, I. .1 1.5 cal si 1.5 cal 9Se;sm;0 Adj. Strength Tension Capacity = 2486 lbs 0.75 1865 lbs Shear Capacity = 5258 lbs 0.75 3943 lbs MATERIAL HANDLINVNGINERING EST. 1885 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Arizona Tile SpaceRak_Eric 11060 Tukwila Inte Tukwila, WA 18 banjarjian 9/19/2018 PROJECT#: 20180918_32 ANCHOR ANALYSIS - TENSION STRENGTH Configuration 1 TYPICAL Steel Strength = 0.75 �Naa = �nASef = 0.75 4.0.162 106000 = 51,516 lbs Concrete Breakout Strength 0Ne4. = 0.65 ANc = (C,1.ed; + S1.ed; + 1.5her) • (C.2ad. + S2adj + 1.5har) = 324 sq.in. AN. = 9k2= 144 sq.in. Check if ANC. >= ANe ANe/ANee = 2.25 =1 9'edN = 1 =1 Nb = K,X,(f)°5(her)1.5 = 6800 lbs �cP.N = 1 (1)N6g — (ANc/ANco)(PecN)(1d,N)(PC,N)(1p,A 'b) 0.65 .(324/144)• 1.1.1.1.6800 = 9,945 lbs Pullout Strength 4N°„ 0=0.65 'Pop =1 ONp,, = 4'PcpNp,cr('c/2500)05 = 25,997 lbs Steel Strength (ON.) = 51,516 lbs Embedment Strength - Concrete Breakout Strength (4N,bg) = 9,945 lbs Embedment Strength - Pullout Strength (4)N,) = 25,997 lbs 17.4.1 17.3.3.a i 17.4.1.2 17.4.2 17.3.3 b i 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 17.4.2 17.4.3.6 17.4.3.1 MATERIAL HANDLING; ENGIN-RING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila Inte Tukwila, WA SHEET#: 19 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 ANCHOR ANALYSIS - SHEAR STRENGTH Configuration 1 TYPICAL Steel Strength 0V. V 8,090 / Anchor -- per report 17.5.1 = 0.65 17.3.3. Condition a ii �Vsa = On • V. = 0.65 4 8,090 = 21,034 lbs 17.5.1.2a Concrete Breakout Strength 0Ve, =0.7 AVe = (1.5C, + S,,d + 1.5Ce,)ho = 252 sq.in. AV°. = 3Ce,ha = 216 sq.in. Check if AV0O >= AVe AVe/AVOO = 1.167 Tee.V = 1 Ted,/ = 0.9 ACV=1 17.5.2 17.3.3 Condition b i 17.5.2.5 17.5.2.6 17.5.2.7 Th, = 1.732 17.5.2.8 de = 0.625 in. 17.5.2.2 Le=1.25 in. 17.2.6d = 1 The smaller of 7(Le / d,)02(de)05k(f)°5ca1' 5 and 97,a(f)°5cal'.5 = 13,213 lbs 45Vcbg = 0(AVC/AVco)(`t'ecV)('i'dV)(y'CV)(`1'hV)(V) 17.5.2.1 0.7 • (252/216) 1 •0.9 1 1.732 13,213 = 33,641 lbs 17.5.2.2 a, 17.5.2.2 b Pryout Strength cVers 17.5.3 0= 0.7 17.3.3 Condition b Ker = 2 17.5.3.1 Nc„g =15,300 lbs 01/„,B= 01(erNe,,g = 0.7.2 15,300 = 21,420 lbs Steel Strength (4Vsn) = 21,034 lbs Embedment Strength - Concrete Breakout Strength (4 Vc1) = 33,641 lbs Embedment Strength - Pryout Strength (4 Ver,) = 21,420 lbs MATERIAL HANDLINJ ENGINEERING EST. 1885 TEL 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila Inte Tukwila, WA SHEET#: 20 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 OVERTURNING ANALYSIS Configuration1 TYPICAL Per RMI Sec 2.6.9 and ASCE7-10. Sec 15.5.3.6. Weight of rack with all levels loaded to 67% capacity. & with only top level loaded FULLY LOADED WP, = 21,600 lbs Wd, = 400 lbs WP, • 67% = 21,600.0.67 = 14,472 lbs VTrans = (1 0.2525 1 • ((0.67 14,472) + 400)) = 2,549 lbs Mo„, = VTr, s • Ht = 2,549.165 = 420,585 in -lbs Ms, =((WP,•0.67)+Wd,)•d•Factor = ((21,600.0.67) + 400) • 36.0.5 = 267,696 in -lbs PuP„n = 1 • (Moi, - Mg,)/d = (420,585 - 267,696) / 36 = 4,246 lbs PMe.� m = 1 • (Moi, + Ms,) / d = (420,585 + 267,696) / 36 = 19,118 lbs TOP SHELF LOADED Shear = 1,464 lbs Moi, = VToP Ht = 1,464 • (192 + ((48 - 10) / 2)) = 308,904 in -lbs M,, = (1 + Ws„) d = (5,400 + 400) (36 0.5) =104,400 in -lbs PuP n = 1 • (M,„, - M„)/d = (308,904 - 104,400) / 36 = 5,680 lbs ANCHORS No. of Anchors: 4 Pull Out Capacity per Anchor: 1,865 lbs Shear Capacity per Anchor: 3,943 lbs COMBINED STRESS Fylly Loaded Top Shelf Loaded = ((4,246 / 4) / 1,865) + ((2,549 / 8) / 3,943) = ((5,680 / 4) / 1,865) + ((1,464 / 8) / 3,943) Seismic UpLift = ((7,342 / 4) / 1,865 Critical (LC#7B) 0.65 0.808 0.984 F4 F2 Fr F6 V F5 P uplift CROSS AISLE ELEVATION MATERIAL HANDLIN ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila Inte Tukwila, WA SHEET#: 21 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 BASE PLATE ANALYSIS TYPICAL 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 using in determining Mb: 1. Moment capacity of the base plate 2. Moment capacity of the anchor bolts 3. Vcol * h/2 (full fixity) Mb is the smallest value obtained from these three criteria. F, = 36000 psi P.1 = 11000 lbs M8 = 8533 in -lbs P/A = Pearl (D • B) = 11000 lbs / (8 • 8) = 171.88 psi f = MBpSe / (D • B2 / 6) = 8533 / (8 • 82 / 6) = 100 psi fbz=fb•(2•b,IB) = 100•(2.2.5/8) = 62.5 psi fb, = fb -fbz = 100 - 62.5 psi = 37.5 psi Mb = wb12 /2 = (b12/2)•(fa+4,+0.67•i,2) = (2.52 / 2) • (171.88 + 37.5 + 0.67.62.5) = 784.5 in -lbs SBgSe = (B • t2) l 6 = 0.19 sq.in. FBaSe = 0.75 • F = 27000 psi fb l F = Mb l (SBOSe • FaSe) = 784.5 / (0.19 . 27000) = 0.15 I V I b1 b 4' b1 0 Plate width B Plate depth D Plate thickness t Column width b bl 8 in. 8 in. 0.375 in. 3 in. 2.5 in. —1b2 —tb1 MATERIAL HANDLIN EFJGINRING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Arizona Tile FOR: SpaceRak_Eric ADDRESS: 11060 Tukwila lnte Tukwila, WA SHEET#: 22 CALCULATED BY: banjarjian DATE: 9/19/2018 PROJECT#: 20180918_32 Equation for Maximum Considered Earthquake Base Rotation Per RMI 2012 Commentary 2.6.4 as kc+kbe Y . 1 W pihp1( kckbe ) kbkce kc+kbe (AT c+Nb ( k) ( kb ce+k) ckbe a,- the first iteration of the second order amplification term computed using Wo from section 2.6.4 of the Commentary Where: = the weight of the ith pallet supported by the storage rack hr = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack N, = the number of loaded levels kc = the rotational stiffness of the connector k� = the flexural rotational stiffness of the beam -end kb = the rotational stiffness of the base plate kco = the flexural rotational stiffness of the base upright -end Ne = the number of beam -to -upright connections Nb = the number of base plate connections 6EI, 4EI EI kms= kms= kb= L H H L = the clear span of the beams H = the clear height of the upright Ib = the moment of inertia about the bending axis of each beam Ie = the moment of inertia of each base upright E = the Young's modulus of the beams a, = 0.9 Per RMI 2012 7.1.3 C� (1+as)Mb Ca the deflection amplification factor per section 2.6.6 (3b= Mb= the base moment from analysis Ob 0.33 kb # of levels 4 min. # of bays 3 I\1 Nb 8 ke 300 kip-in/rad lc 3910 kip-in/rad kb 208 kip-in/rad kCe 835 kip-in/rad Ib 2.12 m" L 96 in 1e 1.36 in" H 192 in E 29500 ksi Level hr, W. 1 69 in 5 kip 2 117 in 5kip 3 165 in 5kip 4 214 in 5 kip Per RMI 2012 2.6.6, in unbraced direction, seismic separation for rack structure is 0.05 htom,. Therefore tanO, ,x 0.5 0_,„=2.862 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) M„,„=22,380 kip -in > Mb OK MATERIAL HANDL! EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Arizona Tile SpaceRak_Eric 11060 Tukwila Inte Tukwila, WA 23 banjarjian 9/19/2018 20180918 32 TYPICAL SLAB AND SOIL ANALYSIS (LRFD) Pm = Seismic Load (see Basic Load Combinations) = 25900 Ibs f = 7.5 • (f )1/2 = 375 psi d, req'd = (Pmax l (4) • 1.72 • ((k • r1 / ee) • 104 + 3.6) • f, •))1/2 = 3.944 in. b = (ea • d, req'd3 / (12 • (1 -112) • 101 /4 = 23.368 in. b, req'd = 1.5 • b = 35 in. P,, = 1.72[(k,•r1lee) • 104+3.6]•f'•t2 = 1.72[(50.4.00 / 2850000) • 104+ 3.6] 375 • (6)2 = 99887 Ibs Pa = • Pa = 0.6 •99887 = 59932lbs P lP = 0.43 max a SLAB AND SOIL ANALYSIS (ASD) P. = MAX(ASD Load Combo 1, ASD Load Combo 2, ASD Load Combo 3) = 18237 Ibs = 7.5 . (f )1/2 = 375 psi P„ = 1.72[(k •r,/ee) •104+3.6]•f'•t2 = 1.72[(50.4.00 / 2850000) • 104 + 3.6] • 375 • (6)2 = 99887 lbs d, req'd = (Pmax l (4) • 1.72 • ((k, • r, l ee) • 104+ 3.6) • f, ))l/2 = 3.944 in. b = (ea • d, req'd3 / (12 • (1 - µ2) • k))"4 = 23.368 in. b, req'd = 1.5 • b = 35 in. Pa = P / 52 = 99887 / 3 = 33295.58 Pmax / Pa = 0.55 Base Plate Width B Depth W Frame 8 in. 8 in. Frame depth d Concrete 36 in. Thickness t fc S2 x ks ea Soil 6 in. 2500 psi 0.6 3 1 50 4 2850000 fail 1000 psf c PERMIT CJORD C0P\:) PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0332 DATE: 10/18/18 PROJECT NAME: ARIZONA TILE SITE ADDRESS: 11060 W TUKWILA INTERNATIONAL BLVD X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: IW'(j 2\1)/1116 17\ Building Division Public Works C 10-301 Fire Prevention Structural n Planning Division Permit Coordinator 1M PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 10/23/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required nApproved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 11/20/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 R H BROWN CO Home Espanol Contact Safety & Health Claims & Insurance 41111Washington State Department of ) Labor & Industries Page 1 of 2 Search L&1 A -Z index Help My 11.,'&1 Workplace Rights Trades & Licensing R H BROWN CO Owner or tradesperson Principals LARSEN, R SCOTT, VICE PRESIDENT LARSEN, RICHARD S F, PRESIDENT (End: 06/07/2018) LARSEN, CAROL A, SECRETARY (End: 06/07/2018) Doing business as R H BROWN CO WA UBI No. 178 000 029 12 S Idaho St SEATTLE, WA 98134 206-624-3100 KING County 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. RHBROC*130BK Effective — expiration 01/12/1987— 07/06/2020 Bond ............... DEVELOPERS SURETY & INDEM CO Bond account no. 855469C $12,000.00 Received by L&I Effective date 06/17/2002 07/01/2002 Expiration date Until Canceled Insurance ......... _ .......... _ _ .... Ohio Security Ins Co $1,000,000.00 Policy no. BKS56111213 Received by L&I Effective date 06/28/2018 08/01/2014 Expiration date 08/01/2019 Insurance history Savings No savings accounts during the previous 6 year period. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178000029&LIC=RHBROC* 130BK&SAW= 11/2/2018 R H BROWN CO Lawsuits against the bond or savings �l 1 No lawsuits against the bond or savings aco„ ,.cs during the previous 6 year period. L&I Tax debts .................................... No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations ...............__..............._.................... No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 066,569-00 ......_.........._.........._. Doing business as R H BROWN CO Estimated workers reported Quarter 3 of Year 2018 "11 to 20 Workers" L&I account contact T5 / LINNEA O'MEALY (360)902-4284 - Email: OMEL235@Ini.wa.gov Account is current. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against.this contractor. Contractors not allowed to bid ....................................................................................... No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 © Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178000029&LIC=RHBROC* 130BK&SAW= 11/2/2018 PROJECT INFORMATION Project Address Arizona Tile, LLC 11060 Tukwila International Blvd. Tukwila, WA 98168 Project. Description: Scope of work for this project is to install (72) bays of storage rack identified by the 'Scope of Work' on the drawing. Consultants: Sal Fateen, PE Seizmic Inc. 1130 E. Cypress St. Covina, CA 91724 Contractor License # 665374 Phone: 909-869-0989 Deferred Submittals: 1. Sprinkler permits by others. 2. Electrical permits by others 3. Plumbing permits by others. 4. Landscaping permits by others. Occupancy: Storage Area Calculations: 96;402 sq. ft. Construction Type: B -II FILE COPY Permit No. Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted coda or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By: Data: 1-0/7— City tt/L) -O!'City of Tukwila BUILDING DIVISION Commodity Classification: Class I & II commodities consisting of ceramic and stone tiles in cardboard boxes on pallets in racks or in solid piles. There are no hazardous materials stored above maximum allowable quantities. Design Codes: Designed per Section 2208 of the 2010 FBC ESFR designed per Section 9.10.2.4 FBC Building is fully sprinklered with existing ESFR system throughout. Seismic. Information: Soil bearing pressure: 3,000 PSF Slab: 8" thick w. 3,500 PSI concrete reinforced with #4 bars at 24" on center, each way. ,MSDesign Maps Summary Report User -Specified Input • Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 47.5037°N, 122.29201°W Site Soil Classification Site Class C — "Very Dense Soil and Soft Rock" Risk Category I/II/III USGS-Provided Output Ss = 1.517 g S3 = 0.571 g SMO= 1.517g SM1 = 0.742 g Sos = 1.011 g SD1 = 0.495 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1.76 140 144 1.'11 1.12 y O. Q OX0 014 0.18 032 0.16 lkiCE0 Response Spectrum 21 1.10 0.99 OHO 0.)7 O86 055 034 033 0.22 0.11 0.00 0131 000 0.3) 030 080 02D 140 120 140 180 1591 240 040 033 0.40 060 09) 100 1.3) 140 160 13) 200 Design Response Spectrum Period, T (sec) Period, T (sec) LI Mechanical ` 6J'Elsctrfcal 'Piumbing 111/Cas Piping Ci:r of Tukwila S'`ILr. ".!G DIVISION ARIZONA TILE w VV W. Ca r i z O n ca Ie.com SHEET INDEX RHB-01: Index RHB-02: Site plan/Scope of Work RHB-03: Enlarged Plans 18-2171-A: Storage Rack Details 18-2171-B: Layout T-1: Access/Egress Plan REVISIONS No changes shalt be made to the scope of work t rit o prior approval of _ikr.'jia Eui`d;ng Division N J r ,y i';s cfls wiil require a new plan submitlar and may include additional plan review fees. SECTION #16 - SPECIAL INSPECTION ACKNOWLEDGMENT COMPLETION OF THIS FORM IS ACKNOWLEDGING THAT SPECIAL INSPECTION IS REQUIRED AND WILL BE IMPLEMENTED AS LISTED BELOW PER LABC 1706.1: - PRIOR TO COVERING OF ANY AREA REQUIRING SPECIAL INSPECTION, A SPECIAL INSPECTION REPORT SHALL BE PROVIDED TO THE BUILDING DIVISION - ALL SPECIAL INSPECTORS SHALL BE REGISTERED WITH THE BUILDING DIVISION PRIOR TO DOING ANY INSPECTIONS - WHERE ITEMS ARE NOT LISTED ON THE APPROVED PLANS REQUIRING SPECIAL INSPECTIONS, ITEMS LISTED IN LABC 1704 TO 1708 WILL APPLY IRREGARDLESS IF LISTED ON THE PLANS. - THE PERSON SiGNING BELOW ACKNOWLEDGES THAT THEY HAVE READ THE PLANS AGREE TO MANAGE THE IMPLEMENTATION OF THE SPECIAL INSPECTION PROGRAM LISTED ON THE PLANS. - SPECIAL INSPECTIONS MAY INCLUDE CONCRETE, EPDXY OR EXPANSION ANCHORS, ARCHITECTURAL COMPONENTS, MECHANICAL AND ELECTRICAL, STRUCTURAL WOOD, WELDING MASONRY, SOILS, FABRICATORS, STEEL, AND HIGH LOAD DIAPHRAGMS. SEE SPECIAL INSPECTION PROGRAM LISTED ON PLANS. THE FOLLOWING IS A LIST OF STRUCTURAL COMPONENTS THAT REQUIRE SPECIAL INSPECTION IF ADDRESSED (SEE OTHER CONSULTANT DRAWINGS FOR ADDITIONAL INSPECTIONS) ITEMS (only checked items apply) DESCRIPTION (only checked items are required) SPECIAL INSPECTION FIRM/ INDIVIDUAL CONCRETE U • ALL CONCRE I E PER CONTRACTOR ■ ALL EXCEPT Q TEST: PER C.Y.: @ 7 DAYS, @28 DAYS, HOLD PER CONTRACTOR BOLTS INSTALLED IN BOLTS IN EXISTING CONCRETE/ MASONRY CONCRETE , BOLTS IN SHEAR WALLS STRUCTURAL WELDING . PER CONTRACTOR • ALL WELDING EXCEPT PERIODIC 1 SINGLE PASS FILLET WELDS <-5-. IIS CLADDING. CONNECT. 1 WELDED STUDS ■COLD FORMED STUDS ■ METAL DECKING ■STAIRS & RAILINGS • REINFORCING STEEL HIGH STRENGTH BOLTING PER CONTRACTOR SNUG TIGHT: ■ ALL ■ AS INDICATED PRETENSION: ■ ALL ■ AS INDICATED STRUCTURAL■ MASONRY I I PER CONTRACTOR WORKING STRESS DESIGN: ■ FULL ■HALF -STRESSES • AS INDICATED [ STRENGTH DESIGN INSULATINGIIINITIAL CONCRETE FILL Li PER CONTRACTOR INSPECTION • PERIODIC INSPECTION DURING PLACING OF CONCRETE ■ STRENGTH TESTING PILING, DRILLED PIERS, Li AND CAISSONS • INSPECTION BY GEOTECHNICAL ENGINEER w/ S.I. PER CONTRACTOR SI LOAD TESTING DRIVING: 1 CONT. INSP. II PERIODIC INSP. DRILLING: ■ CONT. INSP. IN PERIODIC INSP. SHOTCRETE PER CONTRACTOR ■ PRE -CONSTRUCTION PANEL TESTING ■ INPLACE CORES TESTING WOOD 1 1 SEISMIC DESIGN COMPONENTS: PER CONTRACTOR • HIGH -LOAD DIAPHRAGMS: GRADE/ THICKNESS, EDGE NAILING, PANEL EDGES ■ FIELD GLUING OPERATIONS (CONTINUOUS) • NAILING ■BOLTING III SHEAR WALLS ■ DIAPHRAGM ■ DRAG STRUTS ■BRACES ■HOLD-DOWNS COLD FORMED STEEL SEISMIC SYSTEM COMPONENTS: PER CONTRACTOR • CONNECTIONS (PERIODIC): ■ WELDING ■ BOLTING ■ SCREW ATTACHMENT • STRUTS ■ BRACES • HOLD-DOWNS FOUNDATIONS SEISMIC SYSTEM COMPONENTS: CONTRACTOR • PLACEMENT OF REBAR (PERIODIC) • PLACEMENT OF CONCRETE (CONTINUOUS) **Based on Chapter 17 of the 2016 CBC F. i EPERMIT EQUIIRED FOR: SIGNATURE OF PROJECT OWNER DATE 1 NOTES: Storage rack products should be assembled only by trained personnel experienced -in the proper assembly of racks. Preparation is essential before installation begins. All applicable drawings and instructions should be reviewed and followed. This includes architectural drawings as well as any installation or layout drawings. All storage rack products should be assembled in accordance with the manufacturer's assembly instructions. Improper assembly can result in a safety hazard at your facility. Aisles should be kept clean and clear of all materials and debris during installation. Aisles and the area under racks should be swept clean before any moving vehicles are allowed to operate in the aisles around the racks. Storage rack should be installed square and plumb. Shimming is a normal part of rack installation since most floors are not perfectly level. The RMI suggests that the maximum out-of-plumbness permissible is 1 inch for every 10 feet of height. Users should adhere to this standard unless a different tolerance is specified by the installation drawings or specifications. Nut and bolt connections should be installed to a snug tight condition. The snug tight condition as well as specific torque data required for special connections is defined in the assembly instructions. The security of the entire system is dependent upon proper fastening methods. Every column footplate of each pallet rack installation must be properly anchored to the floor. Every column in a pallet rack installation should be anchored to the floor with at least one 1/2 -inch diameter expansion anchor that has a minimum embedment of 2.5 inches. Some installations requireadditionalor heavieranchorage due to seismic or wind loadconsiderations. Check your installation drawings for details. Hand -loaded storage racks under 8 feet tall may be unanchored. Do not expose your storage rack to corrosive or abrasive substances or abnormal dampness. This may cause deterioration of the surface paint and result in premature corrosion. Allow adequate aisle spacing. Make certain that aisle widths are compatible with the corresponding equipment. Aisles that are too narrow can result in excessive forklift damage to your rack system and lifting equipment, which may decrease the rack's capacity to carry load. Provide adequate clearances around. loads. Proper horizontal and vertical clearances areessential toa safe storage racksystem. Sufficient clearances will help to prevent damage to the rack and enable drivers to perform their work safely and efficiently. Most manufacturers ordinarily recommend at least four inches of horizontal clearance between loads and between any load and the rack column, and at least five inches of vertical clearance between any load and the rack beam. To determine if additional clearance is needed, consult the fork truck manufacturer and applicable fire code restrictions. Install adequate lighting in every rack aisle. Proper lighting facilitates rack entry and pallet placement and aids in reducing rack damage. Changes to the configuration of the rack system can alter the capacity of the rack structure. Racks must be configured according to drawings provided either the manufacturer or its authorized representatives. Assemblingracks into an altered configuration can change the capacity of a rack structure, which can result in a rack less than adequate for the new configuration. Obtain a qualified engineer's review before reconfiguring your rack to ensure the safety and adequacy of the new configuration. Do not mix parts from different manufacturers without review by a qualified engineer. Mixing parts may result in a less rigid structure that can decrease rack capacity. Use of parts from different manufacturers will also void any manufacturer's warranty. Exercise caution when intermingling new and existing parts. Do not cut, weld, or modify rack components. Do not allow any welding or cutting of rack components without the manufacturers written authorization. Such modifications may decrease the load capability of the component and damage your rack structure, thereby creating a safety hazard. Any modification of any component, unless performed or authorized in writing by the manufacturer, will void any warranty. Each beam is sold with a beam locking device (or nuts and bolts). Ensure that the beam locking device (or nuts and bolts) are properly engaged. Old style sliding load locks are engaged by sliding the head toward the nearest column. Pallets/loads should rest on the beams or on other support devices specifically designed for the application (such as pallet supports or wire deck panels). Installation of capacity signs is strongly recommended. RMI recommends the use of capacity signs at least 50 square inches in size to identify the capacity of the storage rack, including maximum unit load, average unit load, and maximum load per bay. These signs should be permanently placed in a_ location _where .operators can easily see them andshouldbe reviewedin case ofanymodificationtothe rack. Drawings stating storage rack capacities should also be maintained by the facility operator. Interlake provides capacity signs on projects we install. Engineering Notes: 1) The rack components shown on this drawing have been designed in accordance with RMI (Rack Manufacturers Institute) standards, IBC and the applicable portions of the Washington Building Code. 2) All steel used for the roll formed racking components is to be ASTM A607-85 or equivalent with Fy = 55,000 psi. 3) All Welds are to be performed to AWS standards for shop welding. Weld electrodes are to be E70XX. 4) Storage capacities are as shown on the elevation view of this drawing. The capacity as listed is based on the storage level heights as shown for each bay type. The levels of storage as dimensioned from the base floor elevation are not to be changed without written approval from the system manufacturer. 5) All elements of the structures are to be installed to meet the tolerances for plumbness, level, and out -of -square as specified by the rack manufacturer. If Used rack components are to be used, each beam and frame is to be thoroughly inspected before installation. If any significant damaged is observed, the subject component is to be restored to "like new" condition before use. 6) Capacity signage as specified by RMI is to be permanently displayed in prominent locations. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 31 2018 An - City of Tukwila BUILDING DIVISION 1(8 - RECEIVED CITY OF TUKWiLA OCT 18 2018 PERMIT CENTER 1 0 n0 Eti.� z W V) SIGNATURE w 1-Q v w >- LJ z rn ¢ WG ¢�>= `wwRJ ~ O U ¢ 1 W 71 w U— W' cl UU F-., .F-� W O LQQ1 z<PLLQ QLw 2~v,wz� 77 ? 1Vim 1-¢1. :71 J . W O 1 ¢¢wE wa 3= a=LL oEr-wo LJ 1w- �_a¢ W¢ z-. 77Q= 2Q w ,I, 11-"L G1iQZw777w �000 °N0 F- N 2 Ca Li O O w J 1 U 31 Q O i Cq Zl7J U Ly er z3 rawer w o¢ 3z1 Z,n WQ1¢F-3woZQoD U } L w �z} LV C_a77C ¢¢z¢z 3¢ ~ U o 1- l7�O W'W=L) UQIZ Q .-. CL ,CZ .-. NW JCq O 77 Q' CY = Ul W 77 C7 E w CC O O O w O J 2011. S777cn EE J F-77717' 1-770 77 ¢ w 0 W m z ci 0 0 O Cur=:) DRAWN BY: m 0 w 0 z 0 (75 Lu n - Arizona Tile HANDLING SOLO IONS LLO /, • ,7777 i C 13'_,4• — 3'— _ '.�•_ 40 yf m\Q 0 \ n 4' —(6) - 96' Bays = 49'-9' 0/0— c ® ® cja 4t J I �— 1l 1 s 1 ,:_i IN -r-��(6) - 96' Bays = 49'-9' 0/0 J o j I I 1 1 1 I r6 • 148In .14 wlee IV.. •1<.Ae atC to ®_. (• 0 ® O 0 f--3.-6' 1 // • EXTRUDED CUPP DRD Site Plan & Scope of Work '?':.Th.10 CO. SUPFR1OR COURT CAUSE NO. 4€9557 ORDINANCE NC. 82986 REVIEWED FOR City of Tukwila BUILINNG DIVISION RECEIVED CITY OF TUKWILA OCT 1 8 2018 PERMIT CENTER 455? 1 0 SIGNATURE LJ :::,: : (460! ›! . C4C:IC: Cip:LjUZI :1- E : I —: - - ,( 4 ' ' ' '' — 'I —H. 1 : ' '' ' LJ : 1Zf - - ( / 1=<: : C 3:I — C :- :U : L 12 a ' I" :U L 3Li - ji 1 —14: 2::: E : EID: V:: 1 2 s'.: ' = : ';' : j'ic. - > -ulzM I ii- _ 1--"::- c<C 0 I E-- -0 LL:J 1 ' c 'D 1=1 L-Lj'''IL 3_ . . 1 tE 5' .F) ft h- 0,_ CL D i.L. :: o CN 00 0 0 Li LILL' o 5-1 00 CNI 0 00 E Ow Ogiewcn z o &Qom z6 E um z 1 el% i ays = 49'-9" 0/ (6) - 96" I I d� m o Q1 CM II P 0 (6) - 96" i ays = 49' 9 0 1 0 0 rtial Plan "A" Partial Plan "A' fy IY 3'-= 1,_54 _.13,_74„ 3'. 13'-74„ —11-3-4', >, c5 m Ln t >, d CM 16'-1 6" - 7' I Partial Pla d CM 14'1116 3' 1' n "B" CO a TOP OF BEAM - 2,700 Ibs - -Max. Pallet- -2,700Ibs- -Max. Pallet - III 11. TOP OF BEAM - 2,700 lbs - -Max. Pallet- - 2,700 Ibs - -Max. Pallet - - 2,700 Ibs - - Max. Pallet - - 2,700 Ibs - -Max. Pallet - - 2,700 Ibs - - Max. Pallet - - 2,700 Ibs - -Max. Pallet- 3" r,y - 2,700 Ibs - - Max. Pallet - - 2,700 Ibs - -Max. Pallet - 96" BEAM 99" C/C Typical Bay Front Elevation Row Spacer 111111118113111 Row 1121111251111 Spacer P N / f12" '-36"— / /-36" Back to Back Side Elevation 2,700 Ibs. IVax. Pallet 40" Total Width 00 0- ..,_____ REVIEWED FOR CODE COMPLIANCE APPROVED 0 0 12018 City of Tukwila BOIL9:ING DIVISION (6) - 96" Says 49'-9" ❑/❑ 3' 6" RECEIVED OF TUKWILA 1 OCT i s 2018 J PERMIT CENTER 0 0 a z 6L. LTJ Q W O z SIGNATURE r o z¢ ¢=wv)Z E- r U z D 1 N Or�W WO0oQZo aQ Li N1- z 0 r oQ 2 1Y r ~ z j LJ d' L� G'i 3 0 U 0 D 2 - r C U !! w WDQopaz 000 �.z-, IF2--U o UJD' Q2: !i 0J z_t w z r z 0 U= -j4 ( 0001- w r v q R = Oo W zU a z = 0 1 0 Q 2 0> 1-2 3z =0zN a- 3w 0 Ca D 2 z >-2 -CY �' D 0_ CC) 0 a 3 ¢ 0 1- Z Q 3 Q r} U= 2 r r 0wJp 0'w 2 2 D N 0_ 0_ C7 Z L.1 2: 0 0 0 0 ES _J 202= 20_C0C J -01/2: r0_0_ 00 Q zcr3 U 0 50 U ¢Z 00 O 0 N 00 0 W 0 0 W c LIJ M z < (24 0 I— I— DRAWN 3Y: m 0 • W U CO O CN 0 0 z i= 0 0 Q —coco HANDING SOLUT ! NS 0 C] z O re m I I1 3 1• 1 0 -J Wz O I'-Q� Z w _] 0 NEt go Q 1- 0 0 LLI T � T 0 a DESCRIPTION 0 - 1130 E. Cypress St. Covina, California m NOTES:. 1. DESIGNED PER SECTION 2209 OF THE 2015 IBC. Fa=1,0&Ss=1.52 SEISMIC DESIGN CATEGORY: D 2. STORAGE CAPACITY: 5,400# PER LEVEL. 55,000• PSI GRADE 55. 3. STEEL ASTM A1011 FOR SHAPE Fy = 4. ALL BOLTS: A307 (UNLESS OTHERWISE NOTED). 5. ANCHORS: HILT( KWIK BOLTTZ, ICC #ESR -1917. 6: PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION. .. 7. CONCRETE: 6 THICK x 2,500 PSL 8. MODULUS OF SUB -GRADE REACTION: 50 PCI. 9. THE MAXIMUM TOBOTTOM OUT -OF -PLUMB RATIO AND OUT -OF - STRAIGHT RATIO RACK COLUMN IS 1/240 (FOR EXAMPLE 1/2"PER 10 FEET OF HEIGHT). COLUMN WHOSE OUT -OF -PLUMB RATIO OR OUT - OF -STRAIGHT RATIO EXCEEDS THIS LIMIT SHALL BE UNLOADED AND RE -PLUMBED. ANY DAMAGED PARTS MUST BE REPAIRED OR REPLACED. 10. THE OWNER SHALL MAINTAIN THE STRUCTURAL INTEGRITY OF THE RACK SYSTEM BY ASSURING PROPER OPERATIONAL, HOUSEKEEPING, AND MAINTENANCE PROCEDURES, BUT NOT LIMITED TO, THE FOLLOWING: A) PROHIBIT ANY OVER LOADING OF ANY PALLET POSITIONS AND OF THE OVERALL RACK SYSTEM. B) REGULARLY INSPECT FOR DAMAGE. IF DAMAGE IS FOUND, IMMEDIATELY UNLOAD THE AFFECTED AREA AND REPLACE OR REPAIR ANY DAMAGED COLUMNS, BEAMS, OR OTHER STRUCTURAL C) REQUIRE ALL PALLETS TO BE MAINTAINED IN GOOD, SAFE OPERATING CONDITION. D) ENSURE THAT PALLETS ARE PROPERLY PLACED ONTO PALLET LOAD SUPPORT MEMBERS IN PROPERLY STACKED AND STABLE POSITION. E) REQUIRE THAT ALL GOODS STORED ON EACH PALLET TO BE PROPERLY STACKED AND STABLE. PROHIBIT DOUBLE STACKING OF ANY PALLET POSITION INCLUDING , THE TOP MOST POSITION, UNLESS THE RACK SYSTEM IS SPECIFICALLY DESIGNED FOR SUCH LOADING. G ENSURE THAT THE RACKS ARE NOT MODIFIED OR REARRANGED IN A ) MANNER NOT WITHIN THE ORIGINAL DESIGN CONFIGURATIONS. DRAWN BY: P.O./T.B. DATE: 09/18/18 LAST REV. BY: 1/8" lV TYP. TYPE: SPC SCALE: N.T.S. APRV'D BY: SAL E. FATEEN Caaa > 0 0- 3.. D O 1 1/2" I' \\ \� 41/ 5° 13 GA. 1 ` .� © 111 5/8"0 ANCHOR 1 1/2"i 1 .. IMO GA. I, 1 1/4 „\ <TYP. 1/8 /1 1/4"SLAB 14 ON GRADE ,, ■m r 1 iTOP i3 — 1 i � �' 1 h 011/16 e ` .' ° . . - °4 ° • 3 5/8' EMB MIN. NT. ► 14 GA. ! 1 1/4 I � �� 1 i 1 1 1/4" 3" AP-ROX. L q 411101110o. a'' j :, a •a, •a• ' . �n i ,-� + NP•%1/8" V : ~—�—' 1 V ° . •C \\ i1 0 0 1" 1yp. . ° 4 . •a • • •. m • ° � C' \\ \\ 1 i =11-11-11-11-11-11-11-11-11-11•„•�I-' r`-11.=II=11-11=11'H-II:��.11:-11- 11= 3" APPROX. \ \ .tel 1"TYP. / i 3/8" THK. / SOIL I 1 ) �'' :" \ \\ (4) ANCHORS REQ'D PER BASE PLATE USE AT ALL LOCATIONS U.N.O. ! USE AT BOTTOM 3 DIAGONAL BRACES ONLY 2 BASE PLATE V A TYPICAL BRACE TO COLUMN CONNECTION �1 COLUMN �3) ANCHOR GAJ HORIZONTAL &DIAGONAL BRACE ,4E DOUBLE DOUBLE DIAGONAL BRACE 1 1/16" '� � .�%' ' 16 GA.1 \;., ` " j 1/8" r TYP. Al 19/32" 1 5/8.x/8" --- ® ���/ 11, 6, / ® J �� • �S �' I ; ' 1 /8 " --- 41/8"���� \\ \\\ `��y� 11 ��\ �\\ .Il / II� .% -- � • ��9 2.. 1 11 II \��\11 \ I ® j �' 16 GA. 4 /8 1 �� �� \ Ni, II 5/8" 1/2 i 12 i 2 3/4 i fr• k `�:4 1 (t IA • i. I: ) I- III 'I 0 ! 5 01/2" g 7 GA. )4 3 3/4" a --:• i --:•• I \ �, 0O 3 3/16" `> N II e TYP. 1 /8 ® 07 y „ 1` rlIo 0 11 `6� CONNECTOR ATTACH W/ (4) 3/8"0 BOLTS 0 v 00 TYPICAL BEAM TO COLUMN CONNECTION rip BEAM (7) ROW SPACER (FOR ALIGNMENT PURPOSES) Q GENERAL CONFIGURATION iTh TYPICAL .6.. / i 36" — i 12" i 36" -\ \ rl r -1 -----1 L 48" 42" -----1 i / / i 1 / / // / / / / 48" 1.2.. 54" \\ \\ \\ \\ \\ \ \\\\ \\ \\ \ � \\ \\ \\ \\ \\ 1F. 2" ----� \\ \\ 43" / � /REVIEWED vi* FOR I// CODE COMPLIANCE APPROVED OCT 31 2010 • City of Tukwila BUILDING DIVISION -__�I- •� `\`` ,v1 VED CI TY OF TI�ICVVILA OCT 182O18 DV*69 0#5PERMIT CENTER 1 . - 1 1 I 1 1 1 FRONT VIEW SIDE VIEW STORAGE RACK ELEVATIONS 0 -J Wz O I'-Q� Z w _] 0 NEt go Q 1- 0 0 LLI T � T 0 a DESCRIPTION EST. 1985 SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. Covina, California m TeI.(909)869-0989 DRAWN BY: P.O./T.B. DATE: 09/18/18 LAST REV. BY: DATE, TYPE: SPC SCALE: N.T.S. APRV'D BY: SAL E. FATEEN Caaa E1C EST. 1985 SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. Covina, California 91724 TeI.(909)869-0989 DRAWN BY: P.O./T.B. DATE: 09/18/18 LAST REV. BY: REV. DATE: TYPE: SPC SCALE: N.T.S. APRV'D BY: SAL E. FATEEN EXPIRES 04-12-202 DESCRIPTION: STORAGE RACK DETAILS DRAWING NUMBER: 18-2171-A 96' Bays Z49'L9' 0/0 • 3 C3 . 0 40 yd dumpster 0 21 0 19 18 1.0 O. Q x (6) 96' Bays - 49'-9' 0/0 •14' wide x 16' tall• • 14' wide x 16' tali s x ■ r eo a m a -13' 7r - a, O 9' a m m r--`‘ n 4 if {` • lyi •14' wide x 16' tall. 6) — 96" Bays = 49'-9" 0/0 r-1 6) — 96" Bays = 49'-9" 0/0 16' 1' 6) — 96" Bays = 49'-9" 0/0 Iry 0 co m • tO 15' 11' 3' \ ,– .12 = 82'-9" 0/0 bo CV TOP OF T BEAM cO d" TOP OF co BEAM TOP OF BEAM TOP OF BEAM - 2,700 lbs - - Max. Pallet - II J - 2,700 lbs - -Max. Pallet - - 2,700 lbs - - Max. Pallet- ■■■■■ - 2,700 lbs - - Max. Pallet - X11 - 2,700 lbs - - Max. Pallet - .1 - 2,700 lbs - -Max. Pallet- �IIIII� - 2,700 lbs - - Max. Pallet- - 2,700 lbs - -Max. Pallet - ■■■■■■i 2,700 lbs Max. Pallet 1 1 1 2,700 lbs - Max. � � Ilet- t1L 96" BEAM 99" C/C Typical Bay Front Elevation ao Row Spacer Row Spacer mcnv Hcc /12" / 36" / / 36" Back to Back Side Elevation Total Wid th 1 =it tt ii tt tt ` 1, ;x (6) 96' Bays - 49'-9. 0/0 REVIEWED FOR CODE COMPLIANCE APPRC f:b ED OCT:` City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 18 2018 PERMIT CENTER 0 Et a. a. 1.9 z 0 W CL LI I— z SIGNATURE Ld 0 PROJECT NUMBER: L. 0 DRAWN BY 0 U W U REVISION DATE: 00 O CN CN 00 0 w < F- 0 Tukwila, WA 98 168 SOO LUTOOO NS HANDJNO x 0z m I i Ca J WZ J 0 aim z w— Oz NCC go c 1- 0 0 0 C C C C DESCRIPTION SEIZMIC EST. 1985 SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. Covina, California 91724 Tei.(909)869-0989 DRAWN BY: P.O./T.B. m LAST REV. BY: REV. DATE: TYPE: SCALE: N.T.S. DATE EXPIRES 04-12-2020 DESCRIPTION: LAYOUT DRAWING NUMBER: 18-2171-B SEIZMIC EST. 1985 SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. Covina, California 91724 Tei.(909)869-0989 DRAWN BY: P.O./T.B. DATE: 09/18/18 LAST REV. BY: REV. DATE: TYPE: SCALE: N.T.S. APRV'D BY: SAL E. FATEEN EXPIRES 04-12-2020 DESCRIPTION: LAYOUT DRAWING NUMBER: 18-2171-B v SEE OFFICE BLOW UP SHEET T-2 ALL CONCRETE RAMPS TO HAVE HEAVY BROOM FINISH 1 1 1 RACKING AND DISPLAYS ARE FOR INFORMATION ONLY AND TENANT WILL APPLY FOR A SEPARATE RACK PERMIT. MAXIMUM PRODUCT HEIGHT WILL BE 20' AFF © e o ® 41 ® .14'wide •18'tall. •14side x18'tali 31 from FenahWax 18' Grade) dr compressor ?x8' dock level& Dock LW* 716' dock Imdur W/Doddok & Dock Lights rx8' dock leveler W/Deddok rxe' dock leveler W/Doddak EEEI elf down stcrld C deck shfnlAn dask .14' ride x 18' tall. EXIT PATHWAY WITH BATTERY BACK UP LIGHT FIXTURES. / MEM WEN MIN • DOCK BUMPERS `SAFETY RAILING AND / ANGLES, PAINT SAFETY YELLOW ■ ■ MOWN ■ 1 1 1 111 u11 111 111 111 111 111 111 111 111 111 111 111 111 r-1 r -1r -1r -1r -1r -1r -1r-1 111111111111111181111111 IIIF-1F-iF-iF-iF-iF-iF-iF-i 11,1111.11111111111111111 ih-iF--1F--F-AF-iF-iF-i 111111111111111111111111 F-iF--IF-iF-iF-iF--IF-iF-i 1111 * 11:11111111111111111 F-1F-iF-iF-iF-iF-iF-iF-i 111111111111111111111111 1F. L -JL -JL -JL -JL -JL -JL -JL -J 0 IMO 111. 14.-u. MINIM ■ INNEN 111 r-� DE- %*c---- I I II * I11111l1111111%11 11 %11%1111F*1F*il*IF*1F*i■ F -i F -i 1--i I- --I F.-41-- -11--i I --i 111111111111111111111111 1 -*1 F -4I -*1 I-111.11 1.111.111.11 I--i1--iF-i I--4F-41-iF-iF-i II 11.111.01111111.1 1111 I. F -i F -i --1 1- F -.1h --I I- -1 11111111111111111111111 L -JL -JL -JL -JL -JL -JL -JL -J Lill 111111 11111111111111 F-iF-iF-iF--IF-iF-iF-iF-i■ 1111111111 111%11% 1111111 F--IF-iF- iF- iF- iF- iF-iF-i 111111111111111111111111 F*11111111*iF*iItIl1lF*1 h-ih-IF-iF-if--i h-1F-iF-i 111111111111111111111111 L-JLJ L_J L -JL -JL -JL -JL -J r -1r-1 r -,r -1r -1r -,r -1r-, 111111111111111111111111 F- 111111111111111111111111 F*11*iF*iF*Il111111111*1■ 111111111111i-111111*1111 1111%1111111F11F1II11;*1 F-i1•-iF-ih-iF-iF--I I--4F-i 111111111111111111111111 F1411111111111111i111111 L -JL -JL -JL -JL -JL -JL -JL -J iF-iF-iF-iF-iF-iF-iF- i 1111111111111111 11111111■ F-iF-iF--II-iF-iF-iV--iF-i 111111111111111111111111 F-4 1-*11-*11-*iF*11.111111111*i F*i F*11.11 F--11---11.--1 8.11 h*i L-JL-JL-JL-JL..JL-JL-JL-J misnlEXIT PATHWAY WITH BATTERY BACK UP LIGHT FIXTURES. 1 Iii 1 11 Iii Iii Iii Iii Iii 111 Iii 111x11 * 1 111t*11111*11*11111.111111111*1111181 F-1F-F-i1-11-11-it-iF-1'1-11-iF-iF-i 111111IIII 8II1111kk,I1k11k11k11111111 F-iF-iF-iF-iF-ih-iF-iF-iF-iF-iF-iF-i 11jL.,11%11111111 7'LIJ LI.JL 111,111%11 x*L JAL "AL L.,J J 111 111 111 6" DIA. CONCRETE FILLED STEEL PIPE WITH DOMED TOP,PAINT SAFETY YELLOW 8" REINFORCED CONCRETE SLAB 1. PIPE 3OLLARD SCALE: 3/4" = 1'-0" EMBEDD STEEL BOLLARD IN CONCRETE ^In I:r) tekt REMOVEABLE 1 1/4" OD PIPE SAFETY RAIL PAINT SAFETY YELLOW, IN RECESSED 1 1/2" ID. PIPE SLEEVE. BUILD IN LENGTHS OF 4'. PROVIDE DUAL SLEEVES AT ENDS OF RAILINGS.. TYP 3"X3" STEEL ANGLE WITH WELDED NELSON STUD, (SEE STRUCTURAL), PAINTED SAFETY YELLOW. INTERIOR RECESSED DOCK IN CODE SECTION 1015.4, EXCEPTION 4, IN AREAS NOT OPEN TO THE PUBLIC IN GROUPS F,H AND S, GUARDS SHALL HAVE OPENINGS THAT DO NOT ALLOW PASSAGE OF A SPHERE 21" IN DIAMETER. SAFETY RAILING A \D PIT A GLE SCALE: 3/4" = 1'-0" OVERALL FLOOR NORTH SCALE: 1" = 20' WAREHOUSE OCCUPANT LOAD 87,592 SF © 1/500 = 175 OCC REQURES MIN TWO EXITS. NOTE: EMERGENCY LIGHTING FACILITIES SHALL BE ARRANGED TO PROVIDE INITIAL ILLUMINATION THAT IS AT LEAST AN AVERAGE OF 1 FOOT-CANDLE AND A MINIMUM AT ANY POINT OF 0.1 FOOT-CANDLE MEASURED ALONG THE PATH OF EGRESS AT FLOOR LEVEL. ILLUMINATION LEVELS SHALL BE PERMITED TO DECLINE TO 0.6 FOOT-CANDLE AVERAGE AND A MINIMUM AT ANY POINT OF .0.06 FOOT-CANDLE AT THE END OF THE EMERGANCY UGHTING TIME DURATION. A MAXIMUM -TO -MINIMUM ILLUMINATION UNIFORMITY RATIO OF 40 TO 1 SHALL NOT BE EXCEEDED. PLAN 1 1111 11111 111'14 11 1 111 1 "1 11111111*11 *i 111111 I- --IF- *11111 x1111111 F-1h-iF-iF-ih-iF-iF-i 1 111111 111 111111 1 1111 L -JL -JL -JL -JL -JL -JL -J r -1r -1r -1r -1r -1r -1r-1 r -,r- r -1r- r71 11111 111111111111111 111111111111111 18111 1111111111*1111 ■I1ihlih*11111*i 111 11 1 11 1 l' 1 8 1 11 %11 %1 1 1 11 1i l I l t I l I li F-iF-iF--1F-iF-i1 F- 11--1F-iF-iF-i 1111111111.11111111111 111111111111111 --11-*iFy*41.-i1-*-IE1 ' 1 I 111111 1114 F-iF-iF-11-11-i 111111111111111111111 111111111111111 L -JL -JL -JL -JL -JL -JL -J L -JL -JL -JL -JL -J r-1r-1r-lr.'-1r-1 r -1r -1r -1r -1r-1 11,111111111111 , r 111111111111* 1 h-11-11-11-4F-4F-iF-4F-iF-iF-i 111111111111111 1111741111111111 F-iF-iF-iF-iF-i F-iF-iF-iF-i1-i 111111111111111 1*11111111111*1 1-SiF*il*iF*iF*1 ,111%11111111*i L -JL -JL -JL -JL -J L -JL. -JL -JL -JL -J NOTE: 1. PAINT ALL WAREHOUSE COLUMNS SAFETY YELLOW FROM FF TO +96" AFF 2. PAINT ALL BOLLARDS AT DRIVE IN DOORS TO BE SAFETY YELLOW. 3. PROVIDE MM80 CONCRETE JOINT FILLER THROUGHOUT WAREHOSE. rREVIEWED FOR 1 CODE COMPLIANCE APPROVED • 19;1312018 r'sy of Tukwila I BYIa-DING DIVISION D'f� -o'? RECEIVED CITY OF TUKWILA OCT 18 2018 PERMIT CENTER W J W 0 06-01-18 DESCRIPTION w O h- m N CO I O to O co I rt tO 0 NO 0)1D 00 • <b I I • N C.0 CO 0 0 N N u u W z = Q Q LL IVA UCJ epi — Q.) 0 IMPROVEVIH,nT z z T-1