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Permit D18-0139 - RELIANT GROUP INC - STORAGE RACKS
RELIANT GROUP INC 18200 OLYMPIC AVE S D18-0139 Parcel No: Address: Project Name: r-1 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 7888900162 Permit Number: D18-0139 18200 OLYMPIC AVE S RELIANT GROUP INC Issue Date: 6/4/2018 Permit Expires On: 12/1/2018 Owner: Name: Address: Contact Person: Name: Address: LIT KENT VALLEY 1717 MCKINNEY AV STE 1900 , DALLAS, WA, 75202 DILAN DEAN 3500 W VALLEY HWY N STE 101, AUBURN, WA, 98001 Contractor: Name: RAYMOND HANDLING CONCEPTS CORP Address: 41400 BOYCE ROAD , FREMONT, CA, 94538 License No: RAYMOHC034KB Lender: Name: RAYMOND HANDLING CONCEPTS CORP Address: 3500 W VALLEY HWY STE 101, AUBURN, WA, 98001 Phone: (503) 446-0761 Phone: (253) 333-2100 Expiration Date: 10/23/2019 DESCRIPTION OF WORK: WAREHOUSE RACKING Project Valuation: $73,377.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $2,150.51 Occupancy per IBC: Water District: TUKWILA Sewer District: TUKWILA 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: Hood 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: NoILCAPI;C7\21 y.�—/ C Permit Center Authorized Signature: Date: l0 ' l I U 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: .--t/if .5)7_,0 Print Name: 173131 /2 f) Date: Q/L/A 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. f1 f1 7: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 8: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 9: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 25: TO SCHEDULE FIRE INSPECTIONS CALL 206-575-4407. 13: 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) 10: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 11: 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) 12: 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) 14: Maintain fire extinguisher coverage throughout. 15: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1008.3.5) 18: 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) 17: 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) 19: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 20: 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) 21: 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) 22: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 16: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 23: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 24: 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 l Building Permit No. aI D- D\' /" I Project N o. u L Date Application Accepted: r/n (For office use ontv) Date Application Expires: 11 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: i '2 0O Olympic Ave S Tenant Name: ReJ1 et,+ Croy I'i G PROPERTY OWNER Name: D1Io i peat) Name:Li-r KEN -r v /icy /V ' �" Phone: (So3)4,16-0761 Fax: -5051 Address: Tukwila Business License No.: BUS- oggg2$o City: State: Zip: CONTACT PERSON - person receiving all project communication Name: D1Io i peat) Address: 3500 W Valley N w,y N1 S u" % 161 City: A asafyi State: WA Zip:ggpip I Phone: (So3)4,16-0761 Fax: -5051 /(250333 Email: RNA:, °Cpay.,0i i4o.i,u,', 9,.... y1 GENERAL CONTRACTOR INFORMATION Company Name: pdriG JJ1'A9miTT Address: [..1.1 iW &oya_ Rd. City: F- State: GA Zip: yt'.S3 g Phoner25333334 io Fax: ( 3') 3 33- •O51 Contr Reg No.: Rgyr(p►m3 f kb. Exp Date: 1 O/ZO i g Tukwila Business License No.: BUS- oggg2$o H:\ApplicationsWorms-Applications On Line \20I 1 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh King Co Assessor's Tax No.: 7888100162-- Suite 888100162Suite Number: Floor: 1 New Tenant: ® Yes ❑..No ARCHITECT OF RECORD Name: M060 Rsadtrii 1 h e CM CPI, I"5 Company Name: Se;Z iG /46. Company Name: Architect Name: Sed .E.d- Address: 1130 E. CypeSS Sf City: Ca 4p State: G Ac Zip: /17Ztf Phone:(gpri)%q-OQgq Fax: Email: State: ENGINEER OF RECORD Name: M060 Rsadtrii 1 h e CM CPI, I"5 Address: 3500 1a.1 i,Icaj-i y St -irk_ ft• ( Company Name: Engineer Name: Address: City: State: Zip: Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: M060 Rsadtrii 1 h e CM CPI, I"5 Address: 3500 1a.1 i,Icaj-i y St -irk_ ft• ( City:„State: Zip: i -lAbtt v N Ulf( 4 5001 Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 73131711 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Will there be new rack storage? ❑ Yes J ❑.. 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: 0 Sprinklers ❑ Automatic Fire Alarm 0 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 \201 I Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC l' Floor 2na 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: 0 Sprinklers ❑ Automatic Fire Alarm 0 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 \201 I Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 2 of 4 ( PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila 0...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑ ... Valley View ❑ .. Renton ❑ ... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle 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. Submitted with Application (mark boxes which applv): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours 0 ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ❑ 0 ...Total Cut 0 ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Geotechnical Report 0 .. Maintenance Agreement(s) El ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut 0 .. Looped Fire Line ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public 0 Private 0 ❑ ...Water Main Extension Public 0 Private 0 0 .. Grease Interceptor ❑ .. Channelization O .. Trench Excavation ❑ .. Utility Undergrounding WO # ❑ ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water ❑ ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:Wpplications\Forms-Applications On Line\201 I Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE-H*WS-OF1'HE-ST5E OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. D AGENT: BU ING OWNER Signature: _ - Date: 5 /9 I ( Print Name: /4412111( v l Cl/t' Day Telephone: z'5' 3 2-0 $ - g () 25 Mailing Address: 13 006( 1--ko 3e (0 ( A(Abciv A 10Q q < 0O City State Zip &i:\Applications\Forms-Applications On Line \2011 Applications\Fermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK $2,150.51 D18-0139 Address: 18200 OLYMPIC AVE S Apn: 7888900162 $2,150.51 DEVELOPMENT $2,087.39 PERMIT FEE PLAN CHECK FEE WASHINGTON STATE SURCHARGE R000.322.100.00.00 R000.345.830.00.00 B640.237.114 0.00 0.00 0.00 $1,262.36 $820.53 $4.50 TECHNOLOGY FEE $63.12 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R14415 R000.322.900.04.00 0.00 $63.12 $2,150.51 Date Paid: Friday, May 04, 2018 Paid By: RAYMOND HANDLING Pay Method: CHECK 244032 Printed: Friday, May 04, 2018 9:13 AM 1 of 1 SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Line (206) 438-9350 DIS -0/ 37 Project; Ll a�n# c 7 trowp =,./Jc. Tyoee of Inspection: o 3� 1 ici ► N9 F�i NA L Address: /62.00 OLYMPIC Awe S. Date Called: Special Instructions: deftV1° letotAse RALg 1 I Date Wanted: a.m. Requester: _ 5 Phone No: Z53333--2 C, X:1 LJ Approved per applicable codes. Corrections required prior to approval. COMMENTS: BA.14„6 _ Inspector: vo La_ Date/ _ley _zo/r REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catt to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Dl8-ai3q 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 l C�YI 6iQ�/l% yg f T oll/ �QG% Ilii q F 14L ,e�-�` Address: Y 182X OL fltPtc Ave ct'o. Date Called: J Special Instructions: CALL bor.Requester. Pvrr\vc C FM Date Wanted: _ / �_ �� a.m. Phone No:3 Z 3 3 5^ONA2.41DTIv 0 Approved per applicable codes. COMMENTS: SiCorrections required prior to approval. st). icitt-s— vtia.C-_E-Lc_nel !, PLS CSL (✓ 9 s;a,. fs r (C44e--r Inspector: t Date:/, /_ ,De REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. 1 INSPECTION NUMBER INSPECTION RECORD Retain'a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:--71Type /�6A-1..)+" 6(ofp l i^r- of Inspection: "Rk_ Address: rContact Suite #: i 0 ZOO QLi etc /k- S, Person: Special Instructions: Permits: Phone No.: ?fApproved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 1-2tc-t- k-- 1 X1(,1 Ai pitrsc m ti ,' e. C Lc r-- is le,i L.) M%tvN4,t (i&dtc Fro 5,Prcc ed Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:/V.. ,A -f r-' -3 Date: b ' -i 11 g5 Hrs.: n $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Phone: (425) 881-5812 FAX: (425) 881-5441 flLE NO iA8CHME 0 CONFIRMATION #: • 1.,( :Cr-, Cf--(1)LA1 /1( c'A-t (u( rt \(OLJl :TIME; ' I //< -TEMP:1 L-10 )1`) \J) pow ti �c,< Ur\ &, c1ci r&k1'n CAI 4 ‘.-tn r; t, \ Como rt 4- -c.) De ovt.J c,TR- )0111- /) -INSPECTOR 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 #: 75953 A.A.R. Testing Laboratory, Inc. %126 '18tSth Ave.t .E., Park i , Suite 0101, Redmond, WA 981%2 Phone 425.881.5812 fax 425.881.5441 Client: Raymond Handling Concepts 3500 W. Valley Hwy. N, #101 Aubum, WA. 98001 Contact: Nicole Sosa Project Number: 18-358 Permit #: D18 0139 Project Name: Reliant Address: 18200 Olympic Ave S Inspection Performed: Proprietary Anchors Date: 6/14/2018 Time: Temperature: Anchor bolts for pallet racks after additional anchors now 4 per base. Verified installation of Hilti KBTZ anchors 1/2" x 4 1/2" with 2 1/2" minimum embed torqued to 40 ft./lbs. All installed per ESR 1917 and per plan. RECEIVED CITY OF TUKWILA JUL 112018 PERIVINT CENTER Distribution: 0 Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Inspector: Trow, Michael Reviewed by: Michele Guerrini 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 HANDLINGGENGINEERING FST 1985 SPECIAL PRODUCTS TANK SUPPORTS MACHINERY RACKBLDGS SHEDS MEZZANINES FOOTINGS CONVEYORS TALL SUPPORTS HEADER STEEL SORT PLATFORMS PICK MODULES ROOF VERIFICATION STORAGE RACKS SELECTIVE DRIVE-IN PUSH BACK FLOW RACK CANTILEVER OTHER SERVICES SEISMIC ANALYSIS PERMIT ACQUISITION EGRESS PLANS STATE APPROVALS PRODUCT TESTING Licensed in 50 States SHELVING METAL METAL/WOOD MOVABLE GONDOLAS LOCKERS CATWALKS SPECIAL PRODUCTS SHUTTLES VLM CAROUSELS VRC MODULAR OFFICES FENCES 1 IJ .: „ Analysis of Storage Racks for Reliant Group 18200 Olympic Avenue, Tukwila, WA Job No. 18-0796 REVIEWED FOR CODE CO:'!iPLJANCE APsRCVD MAY 31 2018 City of Tukwila BUILDING DIVISION 1130 E. Cypress St APR 1 2 2020 Covina, CA 91724 emPOtSci RECEIVED CITY OF TDKWILA i-1'ff 0 t: 2018 PERMIT CENTER (909) 869-0989 SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Reliant Group Raymond Handling Conce 18200 Olympic Aven Tukwila, WA 1 ang 4/13/2018 PROJECT#: 20180307_7 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 7 9 10 11 13 16 17 19 22 23 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. SEIZMIC� INC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Reliant Group FOR: Raymond Handling Conce ADDRESS: 18200 Olympic Aven Tukwila, WA SHEET#: 2 CALCULATED BY: ang DATE: 4/13/2018 PROJECT#: 20180307_7 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 �TRIBUTARYAREA TRANSVERSE LONGITUDINAL NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET SEIZMIC IN MATERIAL HANDLING ENGINEERING EST. 1985 TEL 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Reliant Group FOR: Raymond Handling Conce ADDRESS: 18200 Olympic Aven Tukwila, WA SHEET#: 3 CALCULATED BY: ang DATE: 4/13/2018 PROJECT#: 20180307_7 COMPONENTS AND SPECIFICATIONS Configuration 1: Type A H 1.2 Analysis per section 2209 of the 2015 IBC S = 1.42 F = 1.0 1= 1 V, = 372 lbs. Ps. , = 46501bs. Levels: 3 Panels: 5 S = 0.53 I = 1.5 SDC = D I;;a„s = 1503 lbs. PS,YS,,,,. = 4389 lbs. Load per Level 48" S-- 3000 Ibs --S 64" 48" S-- 3000 lbs --S 48" 240" 64" 3000 Ibs 48" 64" 36" 8" $-- 42" * 108" FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN 3.75 x 2.75 - 0.060 (36160) 3 Pin 2" cc Connector 3 x 3 - .075 (1C3014) Steel = 55 ksi Max Static Cap. = 3798 Ib. Stress = 34% Steel = 55000 psi Stress = 81% Stress = 50% (level 1) Max stress = 34% (level 1) HORIZONTAL BRACE Max stress = 81% (level 1) 1.50 x 1.50 x 0.25 -0.06 Stress = 32% (panel 1) DIAGONAL BRACE 1.50 x 1.50 x 0.25 -0.06 Stress = 67% (panel 2) Base Plate Slab & Soil Anchors Steel = 36000 psi Slab = 5" x 2500 psi Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 8 in. x 5 in. x 0.38 in. 4 anchors/plate Sub Grade Reaction = 50 pci 0.5 in. x 2 in. Min. Embed. Moment = 5766 in -lb. Stress = 12% Slab Bending Stress = 31% (S) Pullout Capacity = 879 lbs. Shear Capacity = 946 lbs. Anchor stress = 79% Seizmic Analyzer version 20180413 Beta © Copyright 1991-2016 Seizmic Inc. All rights reserved r SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 9172 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group Raymond Handling Conce 18200 Olympic Aven Tukwila. WA 4 ang 4/13/2018 20180307 7 COMPONENTS AND SPECIFICATIONS Configuration 2: Type C H 1.2 Analysis per section 2209 of the 2015 IBC S = 1.42 F = 1.0 1= I V Ang = 372 lbs. P51a e = 4650 lbs. Levels: 3 Panels: 5 S1= 0.53 = 1.5 SDC = D V ranns = 1503 lbs. Psesm,e = 4389 lbs. Load per Level 3000 lbs 48" 64" 48" 3000 Ibs 240" 64" S— —S 48" 3000 Ibs 48" 64" I 36" _,[___ \ 120" i FRONT VIEW *-- 42" —i. SIDE VIEW FRAME BEAM CONNECTOR COLUMN 3 x 3 - .075 (IC3014) Steel = 55000 psi Stress = 49% (level 1) HORIZONTAL BRACE 1.50 x 1.50 x 0.25 -0.06 Stress = 32% (panel 1) DIAGONAL BRACE 1.50 x 1.50 x 0.25 -0.06 Stress = 67% (panel 2) 3.75 x 2.75 - 0.060 (36160) Steel = 55 ksi Max Static Cap. = 3148 Ib. Stress = 98% Max stress = 98% (level 1) 3 Pin 2" cc Connector Stress = 37% Max stress = 37% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 5 in. x 0.38 in. 4 anchors/plate Moment = 5766 in -Ib. Stress = 12% Slab = 5" x 2500 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 31% (S) Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 0.5 in. x 2 in. Min. Embed. Pullout Capacity = 879 lbs. Shear Capacity = 946 lbs. Anchor stress = 79% eizmic Analyzer version 20180413 Beta © Copyright 1991-2016 Seizmic Inc. All rights reserved SEIZ HCC -1 •,---<:,____ INC �� MATERIAL HANDLINGGEENGINORING EST. 1985 TEL:(909)869-0989 1 130 E. CYPRESS ST- COVINA, CA 91 724 PROJECT: Reliant Group FOR: Raymond Handling Conce ADDRESS: 18200 Olympic Aven Tukwila, WA SHEET#: 5 CALCULATED BY: ang DATE: 4/13/2018 PROJECT#: 20180307_7 COMPONENTS AND SPECIFICATIONS Configuration 3: Type T1 H 1.2 Adjacent to: Type A Analysis per section 2209 of the 2015 IBC S = 1.42 F = 1.0 I= 1 VA = 183 lbs. P,,p,;, = 2300 lbs. Levels: 2 Panels: 5 = 0.53 P = 1.5 SDC = D I T.an = 739 lbs. Pe tm = 2538 lbs. Load per Level 4500 lbs 48" ,--'‘— -- - 66" 64" 48" 4500 lbs 240" 64" 48" 48" \ 124" - -S \ 64" 36" L 8„ \ \ 144" `,— 42" —i. * FRONT VIEW SIDE VIEW FRAME BEAM CONNECTOR COLUMN 3 x 3 - .075 (IC3014) Steel = 55000 psi Stress = 50% (level 1) HORIZONTAL BRACE 1.50 x 1.50 x 0.25 -0.06 Stress = 16% (panel 1) DIAGONAL BRACE 1.50 x 1.50 x 0.25 -0.06 Stress = 41% (panel 2) 5 x 2.75 - 0.075 (50140) Steel = 55 ksi Max Static Cap. = 4832 Ib. Stress = 95% Max stress = 95% (level 1) 3 Pin 2" cc Connector Stress = 31% Max stress = 31% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 5 in. x 0.38 in. 4 anchors/plate Moment = 5581 in -lb. Stress = 8% Slab = 5" x 2500 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 16% (S) Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 0.5 in. x 2 in. Min. Embed. Pullout Capacity = 879 lbs. Shear Capacity = 946 lbs. Anchor stress = 56% Seizmic Analyzer version 20180413 Beta © Copyright 1991-2016 Seizmic Inc. All rights reserved • INC MATERIAL HANDLING ENGINEERING EST. 1985 TEL 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Reliant Group FOR: Raymond Handling Conce ADDRESS: 18200 Olympic Aven Tukwila, WA SHEET#: 6 CALCULATED BY: ang DATE: 4/13/2018 PROJECT#: 20180307_7 COMPONENTS AND SPECIFICATIONS Configuration 4: Type T2 H 1.2 Adjacent to: Type A Analysis per section 2209 of the 2015 IBC SS = 1.42 F = 1.0 d = 1 V n = 1241bs. Ps;. ,,, = 1550 lbs. Levels: 2 Panels: 5 S, = 0.53 t= 1.5 SDC = D I nTra= 501 lbs. PSe m = 1568 lbs. Load Level 48" per \ 3000 lbs l' 64" 48" 76" 240" 3000 Ibs 48" 64" 48 100" --S \ sl' 64" 36" N. ss. 8,. `I. `- * 108" FRONT VIEW 42" —'1. SIDE VIEW FRAME BEAM CONNECTOR COLUMN 3 x 3 - .075 (1C3014) Steel = 55000 psi Stress = 25% (level 1) HORIZONTAL BRACE 1.50 x 1.50 x 0.25 -0.06 Stress = 11% (panel 1) DIAGONAL BRACE 1.50 x 1.50 x 0.25 -0.06 Stress = 28% (panel 2) 3.75 x 2.75 - 0.060 (36160) Steel = 55 ksi Max Static Cap. = 3798 Ib. Stress = 81% Max stress = 81% (level 1) 3 Pin 2" cc Connector Stress = 23% Max stress = 23% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 5 in. x 0.38 in. 4 anchors/plate Moment = 3038 in -Ib. Stress = 5% Slab = 5" x 2500 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 10% (S) Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 0.5 in. x 2 in. Min. Embed. Pullout Capacity = 879 lbs. Shear Capacity = 946 lbs. Anchor stress = 36% Seizmic Analyzer version 20180413 Beta © Copyright 1991-2016 Seizmic Inc. All rights reserved SEIZMIC MATERIAL HANDLING ENGINEERING EST. 19B5 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Reliant Group FOR: Raymond Handling Conce ADDRESS: 18200 Olympic Aven Tukwila, WA SHEET#: 7 CALCULATED BY: ang DATE: 4/13/2018 PROJECT#: 20180307_7 Loads and Distributions: Type A Determines seismic base shear per Section 2.6 of the RMI & Section 2209, of the 2015 IBC # of Levels: 3 SDC: D RL: 6 Ss: 1.42 Pallets Wide: 2 W: 9000 RT: 4 SI: 0.53 Pallets Deep: 1 WDL: 300 lbs Fa: 1 Ip: 1 Pallet Load: 1500 Fv: 1.5 Tl: 1.5 Total Frame Load: 9300 lbs SDs=2/3 Ss•Fs= 0.95 SD, = 2/3 • S, • F,, = 0.53 W, = 0.67 W,,L + WDL = 6330 lbs Seismic Shear per RMI 2012 2.6.3: Longitudinal V1 1 = Cs• I, ••Ws{'j = SDI / (TI. RL) IP Ws =0.53 /(1.5.6)•1.6330=372.77lbs V10, need not be greater than: V1one•2=Cs•I,•Ws = SD, /RL•1,,•Ws = 0.95 / 6 1 6330 = 1002.25 lbs If S, >= 0.6, then V,0 shall not be less than: V,nns, = Cs • IL • W, =0.5•S,/R,•I,,•W, = 0.5 0.53 1 6330 = 279.57 lbs V,0, shall not be less than: V,„„„ = Cs • I,, • W, =Max[0.044 SDS, 0.5'SI /R, 0.03]•I,•Ws = Max[0.04, 0.04, 0.03] • 1.6330 = 279.57 lbs Since: 372.77 <= 1002.25 & 372.77 >= 279.57 & 372.77 >= 279.57 Transverse ELn EL5 v EL4 EL 3 EL2 EL 1 F3 F4 FS Vtr,o, need not be greater than: =Cs•I,•Ws = SD, /RT I,, Ws = 0.95 / 4.1 6330 = 1503.38 lbs If S, >= 0.6, then Vtr,o, shall not be less than: = Cs • I' W, =0.5 S,/RT•I,, Ws = 0.5 0.53 1 6330 = 419.361bs shall not be less than: =C5•Ir W, =Max[0.044•SDS, 0.5•SI /RT, 0.03] I,, Ws = Max[0.04, 0.07, 0.03] • 1.6330 = 419.36 lbs Since' 1503.38 >= 419.36 & 1503.38 >= 419.36 V,a,g = 372 lbs V,_ = 1503 lbs EIZMIC� MATERIAL HANDLING ENGINEERING EST. 19B5 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Reliant Group FOR: Raymond Handling Conce ADDRESS: 18200 Olympic Aven Tukwila, WA SHEET#: 8 CALCULATED BY: ang DATE: 4/13/2018 PROJECT#: 20180307_7 Loads and Distributions: Type A (Page 2) f=V W.H EWH Longitudinal Transverse Level h w w h f, w w h f 1 64 3100 198400 62 3100 198400 250.5 2 128 3100 396800 124 3100 396800 501 3 192 3100 595200 186 3100 595200 751.5 SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Reliant Group Raymond Handling Conce 18200 Olympic Aven Tukwila, WA 9 ang 4/13/2018 PROJECT#: 20180307_7 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 = 2it j'NL W ui=1 pthpi2 9 (Nc (kk+ kbe) + Nb (kb + kce/ }} ) Where: Wp; = 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 NL. = the number of loaded levels ke = the rotational stiffness of the connector k1 = the flexural rotational stiffness of the beam -end kb = the rotational stiffness of the base plate kCe = 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,, kbe = keC L 4E1 H EI k, = H L = the clear span of the beams H = the clear height of the upright lL, = the moment of inertia about the bending axis of each beam 1b = the moment of inertia of each base upright E = the Young's modulus of the beams Calculated T = 2.72 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 3 min. # of bays 3 Nb 36 Nb 8 k 300 kip-in/rad kbe 2217 kip-in/rad kb 174 kip-in/rad kCe 698 kip-in/rad 1b 1.35 in" L 108 in Ib 1.14 in' H 192 in E 29500 ksi Level h1 W% 1 93 in 3 kip 2 157 in 3kip 3 222 in 3 kip • MATERIAL HANDLING ENGINEERING EST. 1985 SEIZMIC INC TEL 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Reliant Group FOR: Raymond Handling Conce ADDRESS: 18200 Olympic Aven Tukwila, WA SHEET#: 10 CALCULATED BY: ang DATE: 4/13/2018 PROJECT#: 20180307_7 LRFD Basic Load Combinations: Type A 2015 IBC& RMI / ANSI MH 16.1 V .rm„, = 1,503 lbs V Lone = 372 lbs P = Product Load / 2 = 4,500 lbs D = Dead Load • 0.5 =150 lbs MT,ans = EfTm„s • h, = 224,448 in -lbs ETra„s = M,. / frame depth = 5,344 lbs ML„„S = Ef1•„„8 • hT = 55,552 in -lbs EL, = M1•0n8 / frame width = 514 lbs p = 0.7 = 1.0 (Uplift combination only) p =1 Sim = .95 L = Live Load = 0 lbs S = Snow Load = 0 lbs R = Rain Load = 0 lbs Lr = Live Roof Load = 0 lbs W = Wind Load = 0 lbs Basic Load Combinations 1. Dead Load=1.4D+1.2P = (1.4 150) + (1.2.4,500)= 5,610 lbs 2. Gravity Load = 1.2D+ 1.4 P+ 1.6 L+ 0.5 (Lr or S or R) = (1.2 150)+(1.4.4,500)+(1.6 0) + (0.5 0)= 6,480 lbs 3. Snow/Rain = 1.2D + 0.85P + (0.5L or 0.5W) + 1.6(L, or S or R) = (1.2 150) + (0.85 4,500) + (0.5 0) + (1.6 0)= 4,005 lbs 4. Wind Load = 1.2D + 0.85P + 0.5L + 1.0W + 0.5(L, or S or R) = (1.2 150) + (0.85 4,500) + (0.5 0) + (1.0 0) + (0.5 0)= 4,005 lbs 5A. Seismic Load (Transverse) = (1.2 + 0.2SU5)D + (1.2 + 0.2S„S)(3P + 0.5L + pETr„„, + 0.2S =(1.2+0.2•.95)150+(1.2+0.2•.95)•0.7.4,500+0.5.0+ 1.5,344+0.2.0=9,931lbs 5B. Seismic Load (Longitudinal) = (1.2 + 0.2S„S)D + (1.2 + 0.2SDs)I3P + 0.5L + pE,„„9 + 0.2S =(1.2+0.2•.95)•150+(1.2+0.2•.95)•0.7 4,500+0.5 0+1.514+0.2 0= 5,101 lbs 6. Wind Uplift = 0.9D + 0.9Popp + 1.0W = 0.9 150+0.9.4,500+ 1.0.0= 135 lbs 7. Seismic Uplift = (0.9 - 0.2SDS)D + (0.9 - 0.2SDS)pPopp - pETr„n, =(0.9-0.2•.95)•150+(0.9-0.2•.95)•0.7 4,500- 1 5,344=8,645 lbs For a single beam, D = 36 lbs P = 1,500 lbs 1 = 187 lbs 8. Pmduct/Live/Impact = 1.2D + 1.6L + 0.5(SorR) + 1.4P + 1.4I (1.2 36) + (1.6 0)+(0.5.0)+(1.4.1,500)+(1.4187)=2,405 lbs ASD Load Combinations for Slab Analysis 1. (1 + 0.105S'„s)D + 0.75((1.4 + 0.14SDs)I3P + 0.7pE) = (1 + 0.105 • .95) • 150 + 0.75((1.4 + 0.14 .95) • 0.7 .4,500 + 0.7 1 5,344)= 6,592 lbs 2. (1 + 0.14SD5)D + (0.85 + 0.14SDs)13P + 0.7pE = (1 + 0.14 .95) 150 + (0.85 + 0.14 • .95) 0.7.4,500 + 0.7.1 .5,344= 7,007 lbs 3. D+P = 150 + 4,500 = 4,650 lbs SEIZMIC-1- INC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group Raymond Handling Conce 18200 Olympic Aven Tukwila, WA 11 ang 4/13/2018 20180307 7 Longitudinal Analysis: Type A 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 = ((Muppor + MLon,e.) / 2) + ME, Vco, = V,,ong / # of columns = 186 lbs M5,,, = 5766 in -lbs = ((V,' h) - Moe,< (186 lbs 62 in.) - 5766 in -lbs = 5766 in -lbs FRONT ELEVATION Levels h; f Axial Load Moment Beam End Moment Connector Moment 1 64 31 4,650 5,766 3,991 9,354 2 64 62 3,100 4,960 3,991 7,959 3 64 93 1,550 2,976 3,991 5,479 _„___„___, r-- ---7,-... SEIZMIC .. �;�INC I MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Reliant Group FOR: Raymond Handling Conce ADDRESS: 18200 Olympic Aven Tukwila, WA SHEET#: 12 CALCULATED BY: ang DATE: 4/13/2018 PROJECT#: 20180307_7 COLUMN ANALYSIS: Type A ( Level 1 ) Analyzed per RMI. AISI 2012 (LRFD) and the 2015 IBC. Section subject to torsional or flexural -torsion buckling (Section C4.1.2) lc•L /R, =1.2.62/1.264 K,•L /R =136/1.12 KL/R„„,„ = 58.86 = 32.14 = 58.86 r=(r2+r2+X1)12 = (1.2642 + 1.122 + -2.8632)1'2= 3.324 in. p =1 - (Xo/ro)2 = 1 - e2.863/3.324)2= 0.258 =171E/(KL/r) 8X2 = 3.142.29500 / 58.862 = 84.05 ksi =(1 /2003;„ + 0)2- (4/6„Q))12) = (1 / (2 0.258)((84.05 + 105.751) - (84.05 + 105.751)2 - (4 0.258.84.05 105.751))"2)= 50.266 ksi where: ox =172E/(ISL /R)2 = 3.142.29500 / 58.861= 84.05 ksi =1 /A r2(GJ+(172EC)/(K,L)2) = 1 / 0.711 •3.3242(11300 0.001 + (3.142 29500 .2.328) / (0.8.36)2) = 105.751 ksi FI F = Min(�F„ Fes) =50.266 ksi P=Ae,,•F = (F /F)12= (55 / 50.266)3'2= 1.046 Since 7 < 1.5: F = (0.658^(V)) F, = 34.791 Thus: P=194721bs P = 16552 lbs (Eq. C3.1.2.1- 7) (Eq C4.1.2-3) (Eq C4.1.1-1) (Eq C4.1.2-1) (Eq C3.1.2-1 1) (Eq C3.1.2-9) (Eq C4.1-1) (Eq C4.1-4) (Eq C4.1-2) 3 x 3 - .075 SECTION PROPERTIES Depth 3 in. Width 3 in. t 0.071 in. Radius 0.107 in. Area 0.711 in.2 AreaNet 0.599 in.2 1„ 1.136 in.' Ss 0.757 in.' Sx Ne, 0.639 in.' R. 1.264 in. 1, 0.892 in.^ S 0.519 in.' R . 1.12 in. J 0.001 in.4 C,, 2.328 in.' J. 3.134 in. X„ -2.863 in. Ks 1.2 Lx 62 in. Ky 1 I_, in. Kt 0.8 Fy 55 ksi F„ 70 ksi Q 0.9 G 11300 ksi E 29500 ksi Cu, 0.85 Cs -1 Ch 1 C„ 1 Phi, 0.9 Phi„ 0.85 SEIZMIC INC 3 MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Reliant Group FOR: Raymond Handling Conce ADDRESS: 18200 Olympic Aven Tukwila. WA SHEET#: 13 CALCULATED BY: ang DATE: 4/13/2018 PROJECT#: 20180307_7 COLUMN ANALYSIS: Type A ( Level 1 ) Analyzed per RMI, AISI 2012 (LRFD) and the 2015 IBC. Lateral -torsional buckling strength [Resistance] (Section C3.1.2) = Pock = 26166 lbs Where: F , = A F = 0.56.55 = 30783 lbs M =M =SF =S „F F, =C6 rA(a,, or / St= 294.21 ksi =CAvr(j+C(j2+ r2(a/o))')/(CTF.Sf)=137.063ksi F = (C6n2Edl) / (Sf(K,LY)2 = 793.933 ksi =137.063 ksi Since: 0.56F, <2.78F F = (10/9)F;(1 -(10F, / 36F:))= 54.3 ksi Reduced Fen.=1 - ((1 -Q)/2)•(F /F)Q•F=51.6ksi M„, = 32993 in -lbs MY = 26759 in -lbs M r ¢b = 29693 in -lbs MYON 24083 in -lbs P-, = Ii2EI /(I L)2= 59746 lbs (Eq C5.2.2-6) P, =172EI /(K,L)z= 200415 lbs (Eq C5.2.2-7) =(1-(0P/Pr))=0.93 (Eq C5.2.2-4) a = (1 - (OP/Pd) =0.979 (Eq C5.2.2-5) = 9,931 lbs P,onE 5,101 lbs M = M = 5766 in -lbs (Eq C5.2.2-2) P, S, =(1.2 D)+(1.4•P)=6480lbs P /P = 6480 / 16552 = 0.39 Static Stress = 39% Since: P, /P >= 0.15 Stressl =P1/P +M /(O,Mr)+M /(0bMn) (Eq C5.2.2-2) = ((5,101 / 16552) + (5766 / 29693) + (1 / 24083)) = 50% Stress2 = P, /1 + CnrM / (¢,A' a) + C YMY / ((bMYa) (Eq C5.2.2-1) = (5,101 / 26166) + (0.85.5766 / 29693.0.93)) + (0.85.1 / 24083 0.979))) = 37% Stress3 P, / P.0= 9,931 / 26166 =37% Column Stress = Max(Stressl, Stress2, Stress3, Static) = 50% M =M.. (Eq C3.1.2.1-1) (Eq 3.1.2.1-4) (Eq 3.1.2.1-10) (Eq C3.1.2.1-2) • 3x3-.075 SECTION PROPERTIES Depth 3 in. Width 3 in. t 0.071 in. Radius 0.107 in. Area 0.711 in.2 AreaNet 0.599 in.' I 1.136 in.' S,, 0.757 in.' Sx Net 0.639 in.' R, 1.264 in. I, 0.892 in.4 S, 0.519 in.' Ry 1.12 in. J 0.001 in.4 C„ 2.328 in.' J‘ 3.134 in. X. -2.863 in. Ks 1.2 1-x 62 in. K, 1 Ly 36 in. K, 0.8 F3 55 ksi F„ 70 ksi Q 0.9 G 11300 ksi E 29500 ksi Cm„ 0.85 C, -1 Cb 1 C„ 1 Phi, 0.9 Phiu 0.85 . SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1085 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group Raymond Handling Conce 18200 Olympic Aven Tukwila, WA 14 ang 4/13/2018 20180307 7 BEAM ANALYSIS Type A Determine allowable bending moment per AISI Check compression flange for local buckling (B2.1) Effective width w = C - 2t - 2r = 1.75 - (2 •0.06) - (2 •0.15) = 1.33 in. w/t = 1.33 / 0.06 = 22.17 7v = (1.052 / k1/2) • (w/t) • (F, / E)1"2 = (1.052 / 2) • 22.167 • (55 / 29500)1/2 = 0.5 X <= 0.673: Flange is fully effective. Check web for local buckling (B2.3) f1(comp) = F • (y3 /y2) = 55 * 1.79 / 2.0 = 49.24 ksi f2(tension) = F • (y, /y2) = 55 * 1.54 / 2.0 = 42.16 ksi 31' = - (2 / f,) = -(42.16 / 49.24) _ -0.86 Buckling coefficient k = 4 + 2 • (1 - `11)3 + 2 • (1 - `I') = 4 + 2(1 - -0.86)3 + 2(1 - -0.86) = 20.5 Flat Depth w = yl + y3 = 1.54 + 1.79 = 3.33 w/t = 3.33/0.06 = 55.5 w/t < 200: OK 7v = (1.052 / k1/2) • (w/t) • (f, / E)1/2 = (1.052 / 2) • 55.5 • (49.24 / 29500)1/2 = 0.53 b 1 = w • (3 - `I') = 3 • (3 - -0.86) = 12.84 b2 = w/2 = 1.67 bl + b2 = 12.84 + 12.84 = 14.51 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) = (17/2)•(0.15+0.06/2) = 0.283 Lf = effective width = 1.33 C = 2• L„/Lf+2• L,, = 2.0.283/1.33+2•L,, = 0.2983 m = 0.192•(Fut F,)-0.068 = 0.192•(65/55)-0.068 = 0.1589 B� = 3.69•(F,/F)-0.819•(F,/F)2-1.79 = 3.69•(65/55)-0.819•(65/55)2-1.79 = 1.43 Fu/Fy = 65 / 55 = 1 r/t=0.15/0.06 = 2.5 < 1.2 <=7=OK F," = B„•F l(r/t)'" = 1.43.55/(2.5)" = 68 Fa -,"J, = C•F,+(1 -C) •F = 0.298.68+(1 -0.298)•55 = 59 F," -b"„"", = F"_,"p • Yg l (A - Yg) = 59 . 1.75 / (3.75 - 1.75) = 51 3.75 x 2.75 - 0.060 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 = 1.75 in. 2.75 in. 3.75 in. 0.06 in. 0.15 in. 55 65 1.54 2.0 1.79 1.75 1.35 0.67 29500 300 108 SEIZMIC 7 1 j INC �i MATERIAL HANDLING ENGINEERING EST. 1995 TEL:(909)869-0989 1130 E CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group Raymond Handling Conce 18200 Olympic Aven Tukwila, WA 15 ang 4/13/2018 20180307 7 BEAM ANALYSIS Type A Check Allowable Tension Stress for Bottom Flange Lpan,;e-bol = B - (2 • r) - (2 • 1) = 2.75 - (2 • 0.15) - (2 • 0.06) = 2.33 Cboaom = 2 • La / (Lflange-bol + 2 • L) = 2.0.283 / (2.33 + 2 •0.283) = 0.195 F -bosom = Cboaom ' F.o + (1 - Cboaom) ' Fy = 0.195 •68 + (1 - 0.195) • 55 = 57.51 F = F = 58.83 ksi Determine Allowable Capacity For Beam Pair (Per Section 5.2 of the RMI, PT II) Check Bending Capacity n'Cenler = 4'M = W•L•S2•Rm/8 S2 = LRFD Load Factor = (1.2 • DL + 1.4 • PL + 1.4 • 0.125 • PL) / PL For DL = 2% of PL: 52 = 1.2.0.02+1.4+1.4.0.125 = 1.6 Rm = 1-((2•F•L)l(6 E•1,,+ 3 •F•L)) = 1 - ((2.300 • 108) / (6.29500. 1.35 + 3 •300. 108)) = 0.81 0 • M„ _ 0 • F • S = 37.67 in -kip W = •Mn•8•(#of Beams) /(L•Rn,•S2) = (37.67.8.2)/(108.0.81 • 1.6) = 4322 Ibs/pair Check Deflection Capacity Amar = Ass ' Rd = L / 180 max Rd = 1-(4•F•L)/(5•F•L+10•E•I) = 1 - (4 • 300. 108) / (5 • 300. 108 + 10 • 29500. 1.35) = 0.77 Ass = (5• W• L3) / (384 • E • 1) L/180 = (5• W•L3•Rd) /(384•E•/ •(#of Beams)) W = (384•E•1 •2)/(180.5•L2•Rd) = (384 • 29500 • 1.35 • 2) / (180 • 5 • 1082 • 0.77) • 1000 = 3798 lbs/pair 3.75 x 2.75 - 0.060 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 = 1.75 in. 2.75 in. 3.75 in. 0.06 in. 0.15 in. 55 65 1.54 2.0 1.79 1.75 1.35 0.67 29500 300 108 MATERIAL HANDLING ENGINEERING EST. 1885 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group Raymond Handling Conce 18200 Olympic Aven Tukwila, WA 16 ang 4/13/2018 20180307 7 Allowable and Actual Bending Moment at Each Level Mran,=WP / 8 M uowsrar;c—W11;' P / 8 Mr;smiclY'corm M110w,sesmic—Ss• Fb Level A/I Mllow,sror;c Ail Mllow,.seismic Result 1 20,898 25,636 4,677 25,636 Pass 2 20,898 25,636 3,980 25,636 Pass 3 20,898 25,636 2,740 25,636 Pass SEIZMICi • INC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Reliant Group FOR: Raymond Handling Conce ADDRESS: 18200 Olympic Aven Tukwila, WA SHEEP!: 17 CALCULATED BY: ang DATE: 4/13/2018 PROJECT#: 20180307_7 BEAM TO COLUMN ANALYSIS Type A 1. Shear Strength of Pin Pin Diameter = 0.438in. F = F = 54000 psi A6=d2•ll/4= 0.15 in P = Ab • F = 8136.39 lbs PShear = 4P„ = 0.75 • P„ = 6102 lbs 2. Bearing Strength of Pin Column Thickness to = 0.07 in Since d / 1,<10 C = 3 rn1 = 1.0 F = 65000 psi P„ = C•mf•d•t,,•F, = 6064.11 lbs PBearing = AISI Table E3.4 -1 AISI Table E3.4 -1 = 0.75 • 6064.11 = 4548 lbs 3. Moment Strength of Bracket Edge Dist. = 1 in. T hP = = 0.179 in. SehP = = 0.127 in.3 Mn = S, • F}, = 6985 in -lbs Alsbenglh = n = 0.9 Mn c = 1.67 d = Edge Dist./2 = 0.5 in. AISI E3.3.1 -1 AISI C3.1.1 -1 0.9 • Sc1p • F, = 6286.5in-lbs MSlrenglh = c • d • dip 1'chP = MStrength / (c d) = 7542 lbs Minimum Value of P1 Governs P, = Min(Pshear> Phcaring, PchP) = 4548 lbs Mcann-Alla„. = (P, • 4.5) + (P, • (2.5 / 4.5) • 2.5) + (PI • (0.5 / 4.5) • 0.5) = 27035.33 in -lbs SEIZMIC_ INC MATERIAL HANDLING ENGINEERING EST. 1885 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Reliant Group FOR: Raymond Handling Conce ADDRESS: 18200 Olympic Aven Tukwila. WA SHEET#: 18 CALCULATED BY: ang DATE: 4/13/2018 PROJECT#: 20180307_7 BRACE ANALYSIS Type A (Panel 2) Analyzed per RMI. AISI 2012 (LRFD) and the 2015 IBC. Section subject to torsional or flexural -torsion buckling (Section C4.1.2) I„•L /1 •L/R KL/R =1.55/0.62 =1.55/0.488 = 88.71 = 112.73 = 112.73 o =(r2+rY2+X2)"2 = (0.622 + 0.4882 + -1.02491'2= 1.293 in. =1 - (Xo/ro)2 = 1 - (-1.024/1.293)2= 0.372 = 172E / (KL/r).„„2 = 3.142 29500 / 112.732 = 22.912 ksi F2 =(1 /2f3)((6ex + 6)2 - (4/36x6))`2) = (1 / (2 0.372)((36.998 + 14.792) - (36.998 + 14.792)2 - (4 0.372 36.998 14.792))12)= 11.522 ksi where: 6x =172E/(IK,L /1)2 = 3.142 29500 / 88.712 = 36.998 ksi v, =1 /Aro2(GJ+(172EC)/(I L,)2) = 1 / 0.274 .1.2932(11300 0 + (3.142 29500 0.035) / (0.8 55)2) = 14.792 ksi F P, Since X, >= 1.5: F = (0.877 / 2)•F =10.104 Thus: P = 2766 lbs = 2351 lbs = Min(F„ F2) =11.522 ksi =A.,•F =(F /F)12=(36/ 11.522)'2=1.768 (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) 1.50 x 1.50 x 0.25 -0.06 SECTION PROPERTIES Depth 1.5 in. Width 1.5 in. t 0.057 in. Radius 0.085 in. Area 0.274 in.' AreaNet 0.274 in.2 I, 0.105 in.° S 0.14 in.' Sx Net 0.14 in.3 R 0.62 in. I,, 0.065 in.' S,. 0.073 in.3 I.. 0.488 in. J 0 in.° C„. 0.035 in.° Jx 1.231 in. X. -1.024 in. Kx 1 Lx 55 in. Ky. 1 LY 55 in. IS 0.8 F 36 ksi Fu 42 ksi Q 1 G 11300 ksi E 29500 ksi Cm, 0.85 C, -1 Cb 1 C, 1 Phib 0.9 Phis 0.85 SEIZMIC MATERIAL HANDLING ENGINEERING EST.1885 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Reliant Group FOR: Raymond Handling Conce ADDRESS: 18200 Olympic Aven Tukwila, WA SHEET#: 19 CALCULATED BY: ang DATE: 4/13/2018 PROJECT#: 20180307_7 BRACE ANALYSIS Type A (Panel 2) Analyzed per RML AISI 2012 (LRFD) and the 2015 IBC. Lateral -torsional buckling strength [Resistance] (Section C3.1.2) = P o0 = 8378 lbs Where: P„0 = A)P, = 0.274.36 = 9856 lbs M F F, F F. =M =SF =S .F =C6 0,4(6,,6)"2/Sr= 59.019 ksi = C Ao, (j + C (j2 + r 2(6 / a„)))/2) / (CTFSf) = 17.813 ksi = (CbH2EdI) / (S flc,L)2 = 67.093 ksi =17.813 ksi Since: F <= 0.56E F=F=17.813ksi Reduced F0,,, =1 - ((1 - Q) /2) • (F / F )Q • P = 17.8 ksi M, = 2497 in -lbs M = 1297 in -lbs M = M = 2247 in -lbs M,,Oe 1167 in -lbs = n2EI /(KL)2= 10135 lbs = n2EI / (Ic L )2 = 6275 lbs = 2766 lbs = 1211 lbs = ((L - 6)2 + (D - 2B)2)'n = 55.32 in. = (1 Tnns • LDixs) /D = 1860 lbs Brace Stress = VD,F /P = 67% (Eq C3.1.2.1-1) (Eq 3.1.2.1-4) (Eq 3.1.2.1-10) (Eq C3.1.2.1-3) (Eq C5.2.2-6) (Eq C5.2.2-7) 1.50 x 1.50 x 0.25 -0.06 SECTION PROPERTIES Depth 1.5 in. Width 1.5 in. t 0.057 in. Radius 0.085 in. Area 0.274 in.2 AreaNet 0.274 in.2 IT 0.105 in.4 S. 0.14 in.' SN., 0.14 in.' R. 0.62 in. I 0.065 in.4 S3 0.073 in.' R2, 0.488 in. J 0 in.4 Cw 0.035 in.6 Ja 1.231 in. X. -1.024 in. K. 1 LT 55 in. Ks, Ls 55 in. IS 0.8 F, 36 ksi F,, 42 ksi Q 1 G 11300 ksi E 29500 ksi Cm. 0.85 C -1 Cb 1 C„ 1 Phih 0.9 Phi 0.85 • SEIZMIC INC MATERIAL HANDLING ENGINEERING EST. 1965 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Reliant Group FOR: Raymond Handling Conce ADDRESS: 18200 Olympic Aven Tukwila, WA SHEET#: 20 CALCULATED BY: ang DATE: 4/13/2018 PROJECT#: 20180307_7 POST -INSTALLED ANCHOR ANALYSIS PER ACI 318-14, CHAPTER 17 Assumed cracked concrete application Anchor Type ICC Report Number Slab Thickness (ha) Min. Slab Thickness (hmin) Concrete Strength (j) Diameter (d) Nominal Embedment (hnom) Effective Embedment (hef) Number of Anchors (n) e'N e'V Configuration 1 Type A 1/2" dia, 2" hef, 4" min slab ESR -1917 1.5 • hef = 3 in. = 5.000 in. C„ = 12 useC , ,,dj = 3 in. = 4 in. Cz = 12 useC z"d; = 3 in. = 2500 in. = 0.5 in.3 hef = 6 in. = 2.5 in. = 2 in. S, = 6 in. useSLai = 6 in. = 4 S2 = 3 in. useS201 = 3 in. =0 =0 From ICC ESR Report 1 = 0.101 sq.in. f„p = 106000 psi `smin = 2.75 in. Cmin = 2.75 in. C= = 5.5 in. n.�. = N/A ha 1.5 cat s1 1.5 cat Adj. Strength Tension Capacity = 1172 lbs 0.75 879 lbs Shear Capacity = 1262 lbs 0.75 946 lbs SEIZMIC' MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Reliant Group FOR: Raymond Handling Conce ADDRESS: 18200 Olympic Aven Tukwila, WA SHEET#: 21 CALCULATED BY: ang DATE: 4/13/2018 PROJECT#: 20180307_7 ANCHOR ANALYSIS - TENSION STRENGTH Configuration 1 Type A Steel Strength 17.4.1 = 0.75 17.3.3. a i �N a = OnAs f, = 0.75 •4.0.101 • 106000 = 32,118 lbs 17.4.1.2 Concrete Breakout Strength 4)Ncbg 17.4.2 4) = 0.65 17.3.3 b i ANc = (C,1 adj + S, adj + 1.5he f) • (Ca2.adj + S20j + 1.5h0) = 108.0 sq.in. 9/70.2= 36.0 sq.in. ANco = Check if ANca > ANc Am / ANca = 3.0 `YeCN = 1 17.4.2.4 ted = 1 17.4.2.5 c,N = 1 17.4.2.6 kc = 17 17.4.2.2 Aa = 1 Nb = kck(r)° 5(101 5 = 2,404 lbs 17.4.2.2 d `1 cp N = 1 17.4.2.7 (1)No = 4)(ANc / ANco)(FecOOP edN)eli ,N)('11cp N)(Nb) 17.4.2.1 0.65 • (108.0 / 36.0) • 1 • 1 • 1 • 1 • 2404 = 4,688 lbs Pullout Strength elm 17.4.3 = 0.65 17.4.2 `l' = 1 17.4.3.6 cp = N/A 17.4.3.1 Steel Strength (4)Na) = 32,118 lbs Embedment Strength - Concrete Breakout Strength (4)Ncbg) = 4,688 lbs Embedment Strength - Pullout Strength (4)N„) = N/A MATERIAL HANDLING ENGINEERING EST- 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Reliant Group FOR: Raymond Handling Conce ADDRESS: 18200 Olympic Aven Tukwila, WA SHEET#: 22 CALCULATED BY: ang DATE: 4/13/2018 PROJECT#: 20180307_7 ANCHOR ANALYSIS - SHEAR STRENGTH Configuration 1 Type A Steel Strength OV,. V q = 5495 / Anchor -- per report = 0.65 I sa = On • V.,” = 0.65 •4. 5495 = 14,287 Ibs Concrete Breakout Strength 4)V bg (I)=0.7 AVc = (1.5Cp, + Sj,aaj + 1.5Cq,)ha = 210 sq.in. AVco = 3Cp,hp = 180 sq.in. Check ifA Vco > A Vc AVc /AVco = 1.167 17.5.1 17.3.3. Condition a ii 17.5.1.2a 17.5.2 17.3.3 Condition b i eCv= 1 17.5.2.5 `Ped = 0.9 17.5.2.6 v= 1 17.5.2.7 = 1.897 17.5.2.8 d = 0.5 in. 17.5.2.2 = 0.5 in. 17.2.6 = 1 The smaller of 7(I / do)o2(d)0 5 (t )0 5ca11.5 and 9) (f )o.5. 1.5 11,818 Ibs 17.5.2.2 a, 17.5.2.2 b 4Vbg = 4)(AVc/AVc0)('Pec,v)('Vedv)(' v)(wh,v)(Vb) 17.5.2.1 0.7•(210/180)• 1 •0.9. 1 • 1.897. 11,818 = 32,961 Ibs Pryout Strength 45V pg 17.5.3 = 0.7 17.3.3 Condition b K = 1 17.5.3.1 N bg = 7,212 Ibs 45V pg = 4)K,J1V bg = 0.7 • 1 • 7212 = 5,048 Ibs Steel Strength (4)V) = 14,287 Ibs Embedment Strength - Concrete Breakout Strength (0Vbg) = 32,961 Ibs Embedment Strength - Pryout Strength (4)Vpg) = 5,048 Ibs SEIZMIC � MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group Raymond Handling Conce 18200 Olympic Aven Tukwila, WA 23 ang 4/13/2018 20180307 7 OVERTURNING ANALYSIS Type A Per RMI Sec 2.6.9 and ASCE7-10. Sec 15.5.3.6. Weight of rack w/ every level loaded 67% capacity, & Top Loaded only EVERY LEVEL LOADED TO 67% CAPACITY. FULLY LOADED Wn, = 90001bs. Wd, = 3001bs. WpI. 67% = 9000. 0.67 = 60301bs. = (2/3 • 1 • 1.42 • 1 • ((0.67 • 6030) + 300)) / 4 = 10301bs. Per RMI 2012 2.6.9 M,,, = 1/7.,„ • Ht = 1030 • 179 = 184370 in -lbs M = E(Wni + Wd1)•d 12 = (6030 + 300) • 42 / 2 = 132930 in -lbs P„n,;i, = 1 • (M.,, - M,) / d = (184,370 - 132,930) / 42 = 1,224 lbs P = 1 • (M w + M,.,) / d = (184,370 + 132,930) / 42 = 7554 lbs TOP SHELF LOADED Shear = 783 Ibs Mow = Yvon • Ht = 783 • (192 + ((64 - 10) / 2)) = 171477 in -lbs M., = E(Wn1 + KIM= (3000 + 300) • 42 = 69300 in -lbs P„nlo = 1 • (M, , - M.,) / d = (171,477 - 69,300) / 42 = 2,432 lbs ANCHORS No. of Anchors : 4 Pull Out Capacity per Anchor : 879 lbs Shear Capacity per Anchor : 946 lbs COMBINED STRESS Fully Loaded Top Shelf Loaded Seismic UpLift Critical (LC#7B) = ((1224 / 4) / 879) + ((1030 / 8)) / 946) = ((2432 / 4) / 879) + ((783 / 8)) / 946) = ((2042 / 4) / 879) / 1 w Iftwi Elm Elim Imay I� F2 F1 F6 V F5 F4 F3 P uplift CROSS AISLE ELEVATION = 0.48 = 0.8 = 0.58 Lam` SEIZMIC 6,4 INC MATERIAL HANDLING ENGINEERING EST. 1085 TEL 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Reliant Group FOR: Raymond Handling Conce ADDRESS: 18200 Olympic Aven Tukwila. WA SHEET#: 24 CALCULATED BY: ang DATE: 4/13/2018 PROJECT#: 20180307_7 BASE PLATE ANALYSIS Type A 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 Poi = 4650 lbs MHOSe = 5766 in -lbs P/A = P,or / (D • B) = 4650 lbs / (8 • 5) = 116.25 psi = M8 l(D•B2/6) = 5766/(5.82/6) = 108.11 psi fb2 =f •(2•bI/B) = 108.11 •(2.2.5/8) = 67.57 psi f, =fb-f2 = 108.11-67.57 psi = 40.54 psi Mb = wb,2/2 = (b12/2)•(fa +f,+0.67•fb) = (2.52 / 2) • (116.25 + 40.54 + 0.67 • 67.57) = 630.75 in -lbs SBase = (B • 12) l 6 = 0.19 sq.in. F, = 0.75 • F = 27000 psi 4/ Fb = Mb l (SBQ,.Q • FB,,„) = 630.75 / (0.19 .27000) = 0.12 I V I b1 b 1` bl 8 Plate width B 8 in. Plate depth D 5 in. Plate thickness t 0.38 in. Column width b 3 in. bl 2.5 in. — 1b2 — 1b1 . INC • MATERIAL HANDLING ENGINEERING • EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Reliant Group FOR: Raymond Handling Conce ADDRESS: 18200 Olympic Aven Tukwila, WA SHEET#: 25 CALCULATED BY: ang DATE: 4/13/2018 PROJECT#: 20180307_7 Equation for Maximum Considered Earthquake Base Rotation Per RMI 2012 Commentary 2.6.4 as kc+kbe N�1 W�.hpl( k k ) c be kbkcc kc+kbe (Nc+Nb (kckbe) ( kb+kce ) a, - the first iteration of the second order amplification term computed using Wi; from section 2.6.4 of the Commentary Where: Wr; = 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 ke = the rotational stiffness of the connector kb, = the flexural rotational stiffness of the beam -end kb = the rotational stiffness of the base plate k,, = 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, 4E1 Ele k„. = k = 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 1, = the moment of inertia of each base upright E = the Young's modulus of the beams a, = 0.69 Per RMI 2012 7.1.3 C� (1+cxNib Cd the deflection amplification factor per section 2.6.6 eb _ Mt, the base moment from analysis kb oh 0.35 # of levels 3 min. # of bays 3 Ne 36 Nb 8 k 300 kip-in/rad kbe 2217 kip-in/rad kb 174 kip-in/rad kCe 698 kip-in/rad 1b 1.35 in4 L 108 in le 1.14 in" H 192 in E 29500 ksi Level hp W, 1 93 in 3 kip 2 157 in 3 kip 3 222 in 3 kip Per RMI 2012 2.6.6, in unbraced direction, seismic separation for rack structure is 0.05 h. Therefore tan®,,, 0.5 0_ =2.862 rad >Ob ok Maximum moment in base plate Mm,s= if one anchor, then 0 OR (# of anchors / 2) * anchor pull out capacity * spacing of anchor(Sx) Mm„=10,548 kip -in >= Mb OK S•, SEIZMIC . . MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Reliant Group FOR: Raymond Handling Conce ADDRESS: 18200 Olympic Aven Tukwila. WA SHEET#: 26 CALCULATED BY: ang DATE: 4/13/2018 PROJECT#: 20180307_7 Type A SLAB AND SOIL ANALYSIS (LRFD) Pmax = Seismic Load (see Basic Load Combinations) = 9931 Ibs f. = 7.5•(f )112 = 375 psi d, req'd = (P./ (4) 1.72 • ((k,• r, / ea) • 104 + 3.6) . f, ))1/2 = 2.485 in. b = (ea • d, req'd3 / (12 • (1 - µ2) • k))" = 16.526 in. b, req'd = 1.5 • b = 25 in. 13,7= 1.72[(k•r / e,) • 104 + 3.6] • ft' • t2 = 1.72[(50.3.16 / 2850000) • 104 + 3.6] • 375 • (5)2 = 66996 Ibs 13n= • 13n= 0.6 • 66996 = 40198 lbs Pmax l Pa = 0.25 SLAB AND SOIL ANALYSIS (ASD) Pmax = MAX(ASD Load Combo 1, ASD Load Combo 2, ASD Load Combo 3) = 7007 Ibs f, = 7.5 . (0)112 = 375 psi P„ = 1.72[(k•r1/e,)• 104+3.6]•4•12 = 1.72[(50 • 3.16 / 2850000) • 104 + 3.6] • 375 • (5)2 = 66996 Ibs d, req'd = (P./ ((p• 1.72 • ((ks • r, / ea) • 104 + 3.6) • f ))1 /2 = 2.485 in. b = (e, • d, req'd3 / (12 • (1 - µ2) • k))U4 = 16.526 in. b, req'd = 1.5 • b = 25 in. Pa = P,,/S2 = 66996/3 = 22331.97 Pmax l Pa = 0.31 Base Plate Width B Depth W Frame 8 in. 5 in. Frame depth d 42 in. Concrete Thickness t fc ks r, ea Soil 5 in. 2500 psi 0.6 3 50 3.16 2850000 fan 1000 psf PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0139 PROJECT NAME: Reliant group Inc DATE: 05/08/18 SITE ADDRESS: 18200 Olympic Ave S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works n Ay\ Fire Prevention Structural Planning Division n nPermit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 05/09/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06/05/18 Approved n Approved with Conditions7 Corrections Required n Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 RAYMOND HANDLING CONCEP?CORP c. Washington State Department of Labor & Industries Ilame Espanol Contact Safety & Health Claims & Insurance Search L&I Page 1 of 2 A Z Index Help My I.,&t Workplace Rights Trades & Licensing RAYMOND HANDLING CONCEPTS CORP Owner or tradesperson Principals HEALY, HEIDI REBEE, VICE PRESIDENT JONES, DONALD JESSE, VICE PRESIDENT RAYMOND, STEPHEN SPENCER, CHIEF EXECUTIVE OFFICER KOEL, STEVE (End: 09/25/2017) STERNBERG, PAUL (End: 09/25/2017) GABORRO, ALEX (End: 09/25/2017) Doing business as RAYMOND HANDLING CONCEPTS CORP WA UBI No. 604 102 532 41400 BOYCE ROAD FREMONT, CA 94538 253-333.2100 Business type Corporation Governing persons STEPHEN RAYMOND HEIDI HEALY; DONALD JONES, License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. RAYMOHC034KB Effective — expiration 05/02/1997— 10/23/2019 Bond FEDERATED MUTUAL INS CO Bond account no. 1090263 Active. Meets current requirements. $12,000.00 Received by L&I Effective date 09/28/2001 07/22/2001 Expiration date Until Canceled Insurance Federated Mutual Ins Co $1,000,000.00 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=604102532&LIC=RAYMOHC034KB&SAW= 6/4/2018 RAYMOND HANDLING CONCEPTS CORP Policy no. 9045549 Received by L&I Effective date 08/07/2017 10/01/2017 Expiration date 10/01/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. 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 932,721-01 Doing business as RAYMOND HANDLING CONCEPTS CORP Estimated workers reported Quarter 1 of Year 2018 "76 to 100 Workers" L&I account contact T2 / DALE RIUTTA (360)902-4834 - Email: RIUD235@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=604102532&LIC=RAYMOHC034KB&SAW= 6/4/2018 APPLICABLE CODES 2015 INTERNATIONAL BUILDING CODE 2015 INTERNATIONAL FIRE CODE AND NFPA13 SCOPE OF WORK PROVIDE AND INTALL HIGH STORAGE PALLET RACKS OCCUPANCY CLASSIFICATION OFFICE B-1 WAREHOUSE S-1 APN 788-890-0162 TYPE OF CONSTRUCTION FIRE SPRINKLED NUMBER OF STORIES BUILDING SQ. FT. OFFICE SQ. FT. WAREHOUSE SQ. FT. SCOPE SQ. FT. III -B YES 1 18,096 SQ.FT. 2,420 SQ.FT. 15,202 SQ.FT. 8,954 SQ.FT. 18200 OLYMPIC AVENUE SOUTH TUKWILA, WA SHEET INDEX COVER SHEET RH1.0 SITE PLAN RH2.0 PLAN VIEW RH3.0 ELEVATIONS RH3.1 EGRESS PATH RH4.0 STORAGE RACK DETAILS 18-0796-A FILE COPY Permit No. (r -013C1 Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt cf approved Field Copy and conditions is acknowledged: By: Date: City of Tukwila BUILDING DIVISION 0 CA a.0LLI V) ILIW Lai 2 2 V) z 0 0 REV. DATE: DESCRIPTION: INITIAL RELEASE 0 z FIRE SPRINKLER SYSTEM DATA COMMODITIES TO BE STORED VICINITY MAP SPRINKLER HEIGHT: +/- 25'- 00" SYSTEM TYPE: WET BASIS OF DESIGN: DENSITY: 0.395 GPM/SQ.FT. DESIGNED AREA OF DISCHARGE: 5,600 SQ.FT. RESIDUAL WATER PRESSURE: 140 PSI STATIC PRESSURE 145 GPM NOTE: ANY CHANGES TO THE FIRE SPRINKLER SYSTEM REQUIRES A SEPARATE SUBMITTAL, PERMIT, PLAN REVIEW, INSPECTIONS AND FEES. STRUCTURAL ENGINEER SEIZMIC INC. MATERIAL HANDLING ENGINEERING 1130 E. CYPRESS ST. COVINA, CA 91724 PH: 909-869-0989 CONTRACTOR INFORMATION RAYMOND HANDLING CONCEPTS 3500 W VALLEY HWY N. SUITE 101 AUBURN, WA 98001 WA. CONTRACTOR LICENSE# RAYMOHC034KB ZACHARY BUCKMASTER 503-752-0064 ZBUCKMASTER@RAYMONDHANLDI NG.COM MATERIALS STORED ARE CLASS III, SMALL METAL PARTS PLACED ON WOODEN PALLETS. MAXIMUM STORAGE HEIGHT FOR RACK STORAGE: 18'-0" HIGH PILED STORAGE SHALL COMPLY WITH THE REQUIREMENTS OF THE 2015 IBC CHAPTER 32 THIS FACILITY IS NOT ACCESSIBLE TO THE GENERAL PUBLIC. PATH OF TRAVEL TO AND WITHIN EXITS IN THE BUILDING SHALL BE IDENTIFIED BY ILLUMINATED EXIT SIGNS CONFORMING TO THE REQUIREMENTS OF 2015 IBC FIRE LANES / EMERGENCY VEHICLE ACCESS ARE AVAILABLE ALL AROUND THE BUILDING ALL PORTIONS OF THE BUILDING SHALL BE WITHIN 75 FEET OF A FIRE EXTINGUISHER. THE MINIMUM SIZE OF THE FIRE EXTINGUISHER SHALL BE 3-A: 40 B:C. STORAGE RACKS WILL HAVE SIGNS STATING WEIGHT LOAD AND MAXIMUM HEIGHT LIMITS. SEPARATE PERMIT F,EQUIRED FOR: iiechanical CeElectricai 1 'Ptumbing £ 1Gas Piping City of Tukwila DIVISION PROJECT SITE sato Home furnishings Dania Furniture - Tukwila REVIEWED FOR CODE COMPLIANCE APPROVED MAY 31 2010 City of Tukwila BUILDING DIVISION s �1t»h . f,F'C Uryunt Southcenter Continent Vietnamese Cathol1C Commsniy 3ownetsioc. Su fes by Marriott. Gourmet Foods H6G Distnaut ars DElettantc Chocoiater. famatoTrarspcvt Barghausen 0.1 Consulting Enylneers e _ ars Owtl Zonae Busters: Inc tot, hie Mc Donald RBASIONS I , 7,-% �5 ,T U J u p'.i,1 ?r V l Cal I t vet rete a'aa submittal! arc may tclusla aa' _ ,l ! gm review Vis. t RECEIVED CITY OF TUKWILA I4AY Q L6 2Ofl PERMIT CENTER 1)If3 015q 0 TUKWILA,WA 0 0 1-11n 0 0 CO RAYMOND HANDLING CONCEPTS CORP. FREMONT OFFICE: 41400 BOYCE ROAD FREMONT, CA 94583 The information on this drawing is prepared with the intent of communicating a concept and design that is the intellectual properly of Raymond Handling Concepts Corporation. It is not Intended for other organizations as a means of quoting, designing / and or engineering alternatives. PROJECT #: 37259773 PROJ. DESC: RACK PALLET POS. ## SQ.FT. NA DRAWN BY: S.P.S. DATE: 03/07/18 SCALE: NTS SHEET OF: 1/5 REVISION: 0 SHEET NO. RH1.0 GREEN RIVER TRAIL / w c9 SCOPE OF WOR //,; ; RIVERSIDE DR. /./ co U 0 RIVERSIDE DR. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 31. 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 0 4 2018 PERMIT CENTER TRUSTED FOR GENERATIONS 0 o a. �n 0 W 0 a' L RELEASE K <� n cJn 0 (r) n 0 O 0 C\ 00 RAYMOND HANDLING CONCEPTS CORP. FREMONT OFFICE: 41400 BOYCE ROAD FREMONT, CA 94583 The information on this drawing is prepored with the intent of communicating a concept and design that is the intellectual property of Raymond Handling Concopts Corporation. It Is not Intended for other organizations as a means of quoting, designing / and or engineering alternatives. PROJECT #: 37259773 PROJ DESC: RACK PALLET POS. ## SQ.FT. NA DRAWN BY: S.P.S. DATE: 03/07/18 SCALE: NTS SHEET OF: 2/5 REVISION: 0 SHEET NO. RH2.0 OFFICE 11'-11" WORK 20-5" AREA 12'-6" OFFICE 9'-11" TRUSTED FOR GENERATIONS 11'-6 STAFF 12'-6" z 0 1— 0 in w 0 WORK AREA 0 OFFICE 9'-9" OFFICE OFFICE ROOF - ACCESS LADDER Zz if Wa tCo REVIEVV'ED FOR CODE COMPLIANCE APPROVED MAY 31 2010 City of Tukwila BUILDING DIVISION EXPIRES APR J 2X12 RAYMOND HANDLING CONCEPTS CORP. FREMONT OFFICE: 41400 BOYCE ROAD FREMONT, CA 94583 The information on this drawing is prepared with the intent of communicating a concept and design that is the intellectuol property of Raymond Handling Concepts Corporation. It is not intended for other organizations as a means of goofing, designing / and or engineering alternatives. RECEIVED CITY OF TUKWILA MAY 0 t 2013 PERMIT CENTT,ER PROJECT # 37259773 PROJ. DESC: RACK PALLET POS. ## SQ. FT. NA DRAWN BY: S.P.S. DATE: 03/07/18 SCALE: 1/8" = 1' - 0" SHEET OF: 3/5 REVISION: 0 SHEET NO. H3.0 FRONT ELEVATION T2 FRONT ELEVATION T1 SIDE ELEVATION T1 FRONT ELEVATION C SIDE ELEVATION C REVIEWED FOR CODE COMPLIANCE PLIANCE A PI= OVLD MAY 31 2013 City of Tukwila BUILDING DIVISION >-- 0 0 0 0 CEJ 00 EXPIRES APR 1 2 RAYMOND HANDLING CONCEPTS CORP. FREMONT OFFICE: 41400 BOYCE ROAD FREMONT, CA 94583 The information on This drawing is prepared with the intent of communicating a concept and design that is the intellectual properly of Raymond Handling Concepts Corporation. It Is not Intended for other organtzallons as a means of quoting, designing / and or engineering olternatives. RECEIVED CITY OF TUKWILA MAY 0 E; 2013 PERMIT CENTER PROJECT #: 37259773 PROJ. DESC: RACK PALLET POS. ## SQ. FT. NA DRAWN BY: S.P.S. DATE: 03/07/18 SCALE: NTS SHEET OF: 4/5 REVISION: 0 SHEET NO. RH3.1 EGRESS PATH FIRE EXTINGUISHER FIRE HOSE NO SMOKING SIGN IP ILLUMINATED EXIT SIGN OFFICE 11'-11" WORK 20'-5" AREA 12'-6" OFFICE sn i 9'-11" ROOF`- ACCESS OOF`ACCESS LADDER RECEIVED CITY OF TUKWILA MAY 0I;2018 PERMIT CENTER HANDLING CONCEPTS CORPORATION TRUSTED FOR GENERATIONS REV. DATE: DESCRIPTION: INITIAL RELEASE 0 z <1 REVIEWED FOR CODE COMPLIANCE APPI1OVLD MAY 31 2013 City of Tukwila BUILDING DIVISION EXPIRES 00 RAYMOND HANDLING CONCEPTS CORP. FREMONT OFFICE: 41400 BOYCE ROAD FREMONT, CA 94583 The information on This drawing is prepared with the Intent of communicating a concept and design that is the intellectual properly of Raymond Handling Concopts Corporation. 11 is not intended for other organizations as a means of quoting, designing / and or engineering alternatives. PROJECT #: 37259773 PROJ. DESC: RACK PALLET POS. ## SQ. FT. NA DRAWN BY: S.P.S. DATE: 03/07/18 SCALE: 1/8" = 1' - 0" SHEET OF: 5/5 REVISION: 0 SHEET NO. cc DESCRIPTION SEIZMIC Q11 SEIZMIC r TYP Im Covina, California 91724 ® ,.., NOTES: 1. DESIGNED PER SECTION 2209 OF Fa = 1.0 & Ss = 1.42 SEISMIC DESIGN CATEGORY: D 2. STORAGE CAPACITY: TYPE A TUNNEL C TUNNEL 1 TUNNEL 2 3. STEEL: ASTM A1011 FOR SHAPE 4. ALL BOLTS. A307 (UNLESS OTHERWISE 5. ANCHORS: HILT! KWIK BOLT TZ, ICC 6. PERIODIC SPECIAL INSPECTION ANCHOR INSTALLATION. 7. CONCRETE: 5" THICK x 2 500 PSI. 8. MODULUS OF SUB -GRADE REACTION: '° THE 2015 IBC. =3,000# PER LEVEL. _3,000# PER LEVEL. =4,500# PER LEVEL. 3 000# PER LEVEL. Fy = 55,000 PSI GRADE 55. NOTED). #ESR -1917. IS REQUIRED DURING 50 PCI. R.EVIE VED I•P �..+'a R�..�...... CODE. CO:TPLJANCE 20 HAY 31 13 • City of Tukwila BUILDING DIVISION LAST REV. BY: REV. DATE: 'I SCALE: N.T.S. c< 00 3/16 a O fil �/ / 0 �.� 7 © \��Sy ,,,_____3.._,,, © ,. I Itl ��� i ��� ^ ��%: '-- `.. ,I . 14 GA �+' SLAB ON GRADE 1 /2"0 ANCHOR 1 1 /2" \��\\ 1 �k\ .I II <TYP. 1/4� II6'>1» /-"‘_,... N 4 k\ •'° °.< ' __ �R���`\a�,O "\. 05/8"• • n .• < • .. 2 3/8 MIN.,, EMB NT. G A 1i�1 1 1/2' li �..16 .y I I%n 1.11 • a �. a d e li 3" AP ROX. n - d Q a.•. 1� -/ ,:' O © s 4 d i1 /,� k 1/4" �/ 11=11=11=11-11.=11=11= 11=11=11=11=' < � TYP 3/16" 1' 3/8" THK. ' 11.=11" r..:1C,.11`„„mi.:pil..:11•=3 SOIL Rte\ u\��� �,� ll le 3” AP • ROX. ��� \1I \1j `O :�� (4) ANCHORS REQ'D PER BASE PLATE I\ 11 111660. 2 BASE PLATE 0 00 TYPICAL BRACE TO COLUMN CONNECTION 1 N. COLUMN: ANCHOR (43 HORIZONTAL DIAGONAL BRACE GGENERAL CONFIGURATION „ <TYP. 3/16 V 3/16" V <TMP' 16"' gg 11 11/161 1 3/4"-t1' t1 —1 3/4" t,• 11L-/ , \ , i - 1 3/4° 1 1/2" ,. .. „ 1 5�/8" 111/ .. .. 1 /8" 12" & 24" 1 1 /2" i 3/4" I y g ." �� 3 3/4" ® 14 GA . 3 5/8" " .cm Gm 6% T. 1116" + 4 a O �7 4—I --r \-j- 6 :: �wI \ -64 3/8"0 X 7/8" SLOT F 4PLCS 0 O -1I4 GA1 3 3/16" 7 GA. 3 3/16 .I' ATTACH W/ (4) 3/80 BOLTS 0TYP. 0 >3/16" / USE AT TYPES A, C, & T2 TYP. i 3/16V USE AT TYPE T1 ® c6RCONNECTOR (6DCONNECTOR i -B TYPICAL BEAM TO COLUMN CONNECTION SAA BEAM rr ,_13 BEAM 77 ROW SPACER (ALIGNMENT PURPOSE ONLY) Q TYPE A TYPE C TYPE T1 TYPE 2 124'& 108" 120" 144" 108" 2 2' 48" 17 7 \\\ -ac 1- i i i l i 64" 64" 66" 48" i i i i i 7 • �— (--\ \\\ — 240" 240"2L0" 240" 240" 43" \ 64" 64" 48" �_ / / i 124" % 100" 64" 64" 36" 1 \\\ \`. \� \ \ \ \ .. 1 1 RECEIVED CITY OFTUKWILA MAY PERMIT CENTER \ \ \ \ \ \ FRONT VIEW FRONT VIEW FRONT VIEW FRONT VIEW SIDE VIEW ,__ STORAGE RACK ELEVATIONSni cc DESCRIPTION SEIZMIC EST. 1985 SEIZMIC ENGINEERING, INC. Im Covina, California 91724 Tei.(909)869-0989 DRAWN BY: J.S. / A.N. DATE LAST REV. BY: REV. DATE: TYPE: HMH SCALE: N.T.S. c< a a a EXPIRES 04-12-202 DESCRIPTION: STORAGE RACK DETAILS DRAWING NUMBER: 18-0796-A SEIZMIC EST. 1985 SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. Covina, California 91724 Tei.(909)869-0989 DRAWN BY: J.S. / A.N. DATE: 04/12/18 LAST REV. BY: REV. DATE: TYPE: HMH SCALE: N.T.S. APRV'D BY: SAL E. FATEEN EXPIRES 04-12-202 DESCRIPTION: STORAGE RACK DETAILS DRAWING NUMBER: 18-0796-A