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Permit D18-0369 - CALLBOX STORAGE - STORAGE RACKS
CALLBOX STORAGE 5835 SEGALE PARK C DR D18-0369 Parcel No: Address: City of Tukwila 0 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 3523049115 Permit Number: 5835 SEGALE PARK C DR Project Name: CALLBOX STORAGE Issue Date: Permit Expires On: D18-0369 1/24/2019 7/23/2019 Owner: Name: Address: Contact Person: Name: SEGALE PROPERTIES LLC PO BOX 88028 , TUKWILA, WA, 98138 DILAN DEAN Address: 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 Address: 41400 BOYCE RD , FREMONT, CA, 94538 Phone: (503) 446-0751 Phone: (253) 333-2100 Expiration Date: 10/23/2019 DESCRIPTION OF WORK: INSTALLATION OF PALLET RACKING. Project Valuation: $55,580.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $1,895.44 Occupancy per IBC: U Water District: HIGHLINE 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: r"1 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 Permit Center Authorized Signature: v lTh Date: 0r'/42-y/r9 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: A7" 2 t -ftv\ �'VxCW Date: l (zul (c 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: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 6: 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. 7: 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. 8: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 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 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) 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) 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) 13: Maintain fire extinguisher coverage throughout. 15: 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: 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: 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) 18: 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) 19: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 14: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 20: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 21: 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** 0611 EMERGENCY LIGHTING 1400 FIRE FINAL 4046 SI-EPDXY/EXP CONC '7 0 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. DY/OrIA, Project No. I (( Date Application Accepted: ‘t l l'6 Date Application Expires: �I "` (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: ' 35 S P5a%L P01& Of. C Suite Number: Tenant Name: Call 60A King Co Assessor's Tax No.: 352- 304- 91/S Floor: New Tenant: ❑ Yes ®..No PROPERTY OWNER Name: SE6AL . PROPERTIES L.LC Address: S ' 1 I Seale. Pork ` C.. Dr City: TIAjk lot State: wA Zip: qv g$ CONTACT PERSON — person receiving all project communication Name: D i /ail V Address: 3500 W VL/4y Hwy kllst414,e i0/ City: A tA,6 u,. State: w/.i. Zip:'gpd Phone: (so) L+9.6 6 - 076/ Fax: Email: 777244 e Rar/ Or/D1 I-Ia1/Pnl,'. Corr) GENERAL CONTRACTOR INFORMATION Company Name: gAylo,a 114461447 601 76-99/15 Address: Li./i.t00 Doyle 14 City: F► -e,-►, on 1- State: CA Zip: CH S 3Cti Phone: Fax: Contr Reg No.: RA/M6I4 0 WkB Exp Date: 1d/22.,/I q Tukwila Business License No.: H:\Applications\Fonns-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bb ARCHITECT OF RECORD Name: R q (40001 fine) ► 1 �Ge/AS Address:4 iti 664 police RA Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: R q (40001 fine) ► 1 �Ge/AS Address:4 iti 664 police RA Company Name: Sei-z it'-:iYiL Engineer Name: Sal E, Fa, e4 Address: 1130 £ Cy/ores y SI City: COV n a State: CA Zip: / 72N Phone: (9 0108.61- 0111 Fax: (909) 869- 0181 Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 11,9.27.095)) Name: R q (40001 fine) ► 1 �Ge/AS Address:4 iti 664 police RA City: ✓e/1'iEn ' State: C14 Zip:9l. g' Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 5 S/ Existing Building Valuation: $ Describe the scope of work (please provide detailed information): lei MA'';an o -P pal/d (Ck", 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? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: .® Sprinklers ,I Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 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.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 1st Floor f `3 1Lo�o1ce4 3) 50614 0 0 1711_$ t?j5-I 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? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: .® Sprinklers ,I Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 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.docx Revised: August 2011 bh Page 2 of 4 Fes,. 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 El...Water District #125 ❑ ...Water Availability Provided Sewer District 0 ...Tukwila ❑ ...Sewer Use Certificate 0 .. Highline ❑...Valley View 0 .. Renton ❑ ... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way 0 ❑ ...Total Cut ❑ ...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 ❑ .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis 0 ...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 ❑ .. Looped Fire Line ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # ❑ ...Deduct Water Meter Size ❑ ...Sewer Main Extension Public ❑ Private ❑ ❑ ...Water Main Extension Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer Monthly Service Billing to: Name: ❑ ...Sewage Treatment Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-I1.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 LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature:7. Print Name: 1--"/ 'tan Mailing Address: 3SOd W Vet / (4 . y Day Telephone: Date: II M/ � a (563446.-o1 / 6bt gni) H:\Applications\Forms-Applications On Line \201 1 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT I QUANTITY PAID $19.06 D18-0369 Address: 5835 SEGALE PARK C DR Apn: 3523049115 $19.06 Credit Card Fee $0.56 Credit Card Fee R000.369.908.00.00 0.00 $0.56 DEVELOPMENT $18.50 WASHINGTON STATE SURCHARGE TOTAL FEES PAID BY RECEIPT: R16617 B640.237.114 0.00 $18.50 $19.06 Date Paid: Thursday, January 24, 2019 Paid By: ZACHARY BUCKMASTER Pay Method: CREDIT CARD 03631C Printed: Thursday, January 24, 2019 11:15 AM 1 of 1 SYSTEMS O CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 01/24/2019 11:14:54 AM CREDIT CARD SALE R -E -P -R -I -N -T VISA CARD NUMBER: **********9878 K TRAN AMOUNT: $19.06 APPROVAL CD: 03631C RECORD #: 000 CLERK ID: Laurie X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy Cash Register Receipt City of Tukwila Receipt Number R15872 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $1,876.38 D18-0369 Address: 5835 SEGALE PARK C DR Apn: 3523049115 $1,876.38 Credit Card Fee $54.65 Credit Card Fee R000.369.908.00.00 0.00 $54.65 DEVELOPMENT $1,768.34 PERMIT FEE R000.322.100.00.00 0.00 $1,067.78 PLAN CHECK FEE R000.345.830.00.00 0.00 $694.06 WASHINGTON STATE SURCHARGE 6640.237.114 0.00 $6.50 TECHNOLOGY FEE $53.39 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R15872 R000.322.900.04.00 0.00 $53.39 $1,876.38 Date Paid: Monday, November 19, 2018 Paid By: ZACHARY V BUCKMASTER Pay Method: CREDIT CARD 06941C Printed: Monday, November 19, 2018 12:12 PM 1 of 1 SYSTEMS CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 11/19/2018 12:12:31 PM CREDIT CARD SALE VISA CARD NUMBER: **********9698 K TRAN AMOUNT: $1,876.38 APPROVAL CD: 06941C RECORD #: 000 CLERK ID: Rachelle X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy Page 1 of 2 http s://classic. convergepay. comNirtualMerchant/transaction. do?di spatchMethod=printTr... 11/19/2018 f '> CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 11/19/2018 12:12:31 PM CREDIT CARD SALE VISA CARD NUMBER: **********9698 K TRAN AMOUNT: $1,876.38 APPROVAL CD: 06941C RECORD #: 000 CLERK ID: Rachelle Thank you! Customer Copy Page 2 of 2 https://classic.convergepay.com/VirtualMerchant/transaction.do?dispatchMethod=printTr... 11 /1 9/20 1 8 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 Eby Project: Type of Inspection: Address: x.35 6Lc110 fir/44 Date Called: D2 Special Instructions: ifif6 Date Wanted: Z" p.m. Requester: Dik- Phone N6- 'i"V40 OTh Approved per applicable codes. Corrections required prior to approval. OMMENTS: q_6-'1 L-0/A416/1441--- (J47 6a1441-_ J47 Date: REINSPECTION EE RE IRED. Prior to next inspection, fee mushbe paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. Inspector: r% SL 1 r1. SEIZMIC MATERIAL HANDLING ENGINEERING FST 190.5 SPECIAL PRODUCTS TANK SUPPORTS MACHINERY RACKBLDGS SHEDS MEZZANINES FOOTINGS CONVEYORS TALL SUPPORTS HEADER STEEL SORT PLATFORMS PICK MODULES ROOF VERIFICATION F 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 SPECIAL PRODUCTS METAL SHUTTLES METAL/WOOD VLM MOVABLE CAROUSELS GONDOLAS VRC LOCKERS MODULAR OFFICES CATWALKS FENCES REVIEUI%ED F5 CODE COMPLIANCE APPROVED Analysis of Storage Racks for Callbox 5835 Segale Park Drive C, Tukwila, WA Job No. 18-2569 Approved by: JAN182019 City of Tukwila LDING DIVISION Sal E. Fateen, P.E. 11/13/2018 1130 E. Cypress St APR 1 2 2020 Covina, CA 91724 'NIH- (AM RECEIVE") CITY OF TUKWILA NUV 19 2018 PERMIT CENTER (909) 869-0989 MATERIAL HANDLING�� ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Callbox Raymond Handling Conce 5835 Segale Park D Tukwila, WA 1 banjarjian 11/13/2018 PROJECT#: 20180920_13 Table of Contents Parameters Components and Specifications Loads and Distributions Basic Load Combinations Longitudinal Analysis Column & Backer Analysis Beam Analysis Beam to Column Analysis Bracing Analysis Anchor Analysis Overturning Analysis Baseplate Analysis Slab and Soil Analysis 2 3 5 8 9 10 12 15 16 18 21 22 24 Scope: This storage system analysis is intended to determine its compliance with appropriate building codes with respect to static and seismic forces. The storage racks are prefabricated and are to be field assembled only, with no field welding. MATERIAL HANDLING ENGINEERING EST. 1885 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET/4: CALCULATED BY: DATE: Callbox Raymond Handling Conce 5835 Segale Park D Tukwila, WA 2 banj arj ian 11/13/2018 PROJECT#: 20180920_13 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 HANDLING ENGINEERING EST. 1985 w. ~ TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Callbox FOR: Raymond Handling Conce ADDRESS: 5835 Segale Park D Tukwila, WA SHEET#: 3 CALCULATED BY: banjarjian DATE: 11/13/2018 PROJECT#: 20180920_13 COMPONENTS AND SPECIFICATIONS Configuration 1: Type A L 1.2 Analysis per section 2209 of the 2015 IBC S = 1.42 F = 1.0 1= 1 V ng = 958 lbs. Ps ,. = 12000 lbs. Levels: 6 Panels: 6 = 0.53 = 1.5 SDC = D Trans = 3866 lbs. PSe sm = 15005 lbs. ic Load per Level 3900 lbs 50" s_,_ 3900 lbs --S 54" r 50" t S-- 3900 lbs -}, 54" S-- --5. 3 50" 2" 3900 Ibs 54" t L4 is 50" -I 3900 lbs 54" S— t 5Ir0" 3900 lbs 36" t 50" 36" `k `,— 144" FRONT VIEW 42" —i. SIDE VIEW FRAME BEAM CONNECTOR COLUMN 3 x 3 - .089 (LM25) Steel = 55000 psi Stress = 98% (level 1) HORIZONTAL BRACE 1.5 x 1.25 - .075 Stress = 82% (panel 1) DIAGONAL BRACE 1.5 x 1.25 - .075 Stress = 75% (panel 5) BOTTOM DIAGONAL 1.5 x 1.5 -0.075 Stress = 82% 5.5 x 2.5 - .060 (SSB556M) Steel = 55 ksi Max Static Cap. = 4688 Ib. Stress = 85% Max stress = 85% (level 1) 3 Pin 2" cc Connector Stress = 51% Max stress = 51% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 10 in. x 10 in. x 0.375 in. 4 anchors/plate Moment = 8533 in -lb. Stress = 15% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 53% (S) Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 0.625 in. x 4 in. Min. Embed. Pullout Capacity = 2912 lbs. Shear Capacity = 3943 lbs. Anchor stress = 98% bottom 4 diag brace to be 1.5 x 1.5 x 14 ga tube. Seizmic Analyzer version 20181111 © Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLINGS ENGINEERING EST. 1085 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Callbox Raymond Handling Conce 5835 Segale Park D Tukwila. WA 4 banjarjian 11/13/2018 20180920_13 COMPONENTS AND SPECIFICATIONS Configuration 2: Type B Analysis per section 2209 of the 2015 IBC Levels: 5 Panels: 6 Load per Level 3 2" s_ 54" S 4" 4" S 4" 3900 lbs 3900 lbs 3900 lbs 3900 lbs 3900 lbs 8" 11 54" 54" 54" 54" 36" 36" 96" FRONT VIEW S, = 1.42 F = 1.0 1=1 S,=0.53 P=1.5 SDC=D 12" / `F 42" —+ SIDE VIEW L 1.2 �"� = 798 lbs. Ps,Q,. = 10000 lbs. l ;.,Q„, = 3221 lbs. P,,,,,, = 13338 lbs. FRAME BEAM CONNECTOR COLUMN 3 x 3 - .089 (LM25) Steel = 55000 psi Stress = 57% (level 2) BACKER TO LEVEL 1 3 x 3 - .089 (LM25) Steel = 55000 psi Stress = 61% (level 1) HORIZONTAL BRACE 1.5 x 1.25 - .075 Stress = 69% (panel 3) DIAGONAL BRACE 1.5 x 1.5 -0.075 Stress = 52% (panel 3) 3.75 x 2.5 - .060 (SSB376M) Steel = 55 ksi Max Static Cap. = 4410 Ib. Stress = 90% Max stress = 90% (level 1) 3 Pin 2" cc Connector Stress = 65% Max stress = 65% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 10 in. x 10 in. x 0.375 in. 4 anchors/plate Moment = 8533 in -lb. Stress = 13% Slab = 6" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 45% (S) Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 0.625 in. x 4 in. Min. Embed. Pullout Capacity = 2912 lbs. Shear Capacity = 3943 lbs. Anchor stress = 87% bottom 4 diag brace to be 1.5 x 1.5 x 14 ga tube. Seizmic Analyzer version 20181111 © Copyright 1991-2016 Seizmic Inc. All rights reserved r- SEIZMiC f 61 MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Callbox FOR: Raymond Handling Conce ADDRESS: 5835 Segale Park D Tukwila, WA SHEET#: 5 CALCULATED BY: banjarjian DATE: 11/13/2018 PROJECT#: 20180920_13 Loads and Distributions: Type A Determines seismic base shear per Section 2.6 of the RMI & Section 2209. of the 2015 IBC # of Levels: Pallets Wide: Pallets Deep: Pallet Load: Total Frame Load: SDS=2/3•S,•Fa= SD, = 2/3 S, Fv = W,=0.67 Wp,.+WDL= 6 2 1 1950 24000 lbs 0.95 0.53 16278 lbs SDC: D R, : 6 Ss: 1.42 23400 RT: 4 Sl: 0.53 WD,,: 600 Ibs Fa: 1 Ip: 1 Fv: 1.5 Tl: 1.5 Seismic Shear per RMI 2012 2.6.3: Longitudinal V,ang, = C, • Ip • Ws = SD, / (TL •RL)'1r W, = 0.53 /(1.5.6)• 1.16278=958.59 lbs V,o.p need not be greater than: =C,•I,•W, =SDS/RL•I,•W, = 0.95 / 6 1 16278 = 2577.35 lbs If S, >= 0.6, then Via,. shall not be less than: Vlong3 = C, Ip W, =0.5•S,/RL•Ip•W, = 0.5 0.53 1 16278 = 718.941bs V1 shall not be less than: =C,•Ip•w = Max[0.044 • SDS , 0.03] • Ip • W, = Max[0.04, 0.04, 0.03] • 1.1 6278 = 718.94 lbs V long4 Since: 958.59 <= 2577.35 & 958.59 >= 718.94 & 958.59 >= 718.94 V10, = 958 lbs Transverse ELn EL5 v EL4 EL 3 EL1 EL 1 V,,n, need not be greater than: utrensl = CCs' 1p • W, SDS / R IP W, = 0.95 / 4.1 16278 = 3866.03 lbs If S, >= 0.6, then V,,n, shall not be less than: Vmms, = C,' IpW, =0.5 S,/It, •I, W, = 0.5 0.53 1 16278 = 1078.421bs V„n, shall not be less than: V,„ = Cs Ip • W, = Max[0.044 • SDS , 0.5 S, / RT , 0.03] Ip W, = Max[0.04, 0.07, 0.03] • 1.16278 = 1078.42 lb Since: 3866.03 >= 1078.42 & 3866.03 >= 1078.42 V,� = 3866 lbs MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Callbox Raymond Handling Conce 5835 Segale Park D Tukwila, WA 6 banjarjian 11/13/2018 PROJECT#: 20180920_13 Loads and Distributions: Type A (Page 2) WH , f=V , Longitudinal Transverse Level hr w, w hx f w w hr f 1 50 4000 200000 45.62 4000 200000 184.1 2 100 4000 400000 91.24 4000 400000 368.19 3 150 4000 600000 136.86 4000 600000 552.29 4 200 4000 800000 182.48 4000 800000 736.38 5 250 4000 1000000 228.1 4000 1000000 920.48 6 300 4000 1200000 273.71 4000 1200000 1104.57 MATERIAL HANDLING, ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Callbox Raymond Handling Conce 5835 Segale Park D Tukwila, WA 7 banjarjian 11/13/2018 PROJECT#: 20180920_13 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= EN11 Wp1hp`2 9(Nc (kk+ kbe) + ,Nb (kb + kCe)) Where: W1, = 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 = the acceleration of gravity = the number of loaded levels = the rotational stiffness of the connector = the flexural rotational stiffness of the beam -end = the rotational stiffness of the base plate = the flexural rotational stiffness of the base upright -end No = the number of beam -to -upright connections = the number of base plate connections 6EI, g N k k,x kb k Nb kbe = kCe = kb = L 4EI H E1 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 = 4.03 Since the calculated T is greater than 1.5, the more conservative value of 1.5 is used in the calculations (A-7) 4 oflevels 6 min. # of bays 3 I\1 Nb 8 kc 300 kip-in/rad k5 4057 kip-in/rad k5 133 kip-in/rad kCe 534 kip-in/rad 16 3.3 in° L 144 in 1c 1.36 in' H 300 in E 29500 ksi Level hp, W,. 1 72 in 4 kip 2 122 in 4 kip 3 172 in 4 kip 4 222 in 4 kip 5 272 in 4 kip 6 323 in 4 kip MATERIAL HANDLING .ENGINES_ RING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Callbox FOR: Raymond Handling Conce ADDRESS: 5835 Segale Park D Tukwila, WA SHEET#: 8 CALCULATED BY: banjarjian DATE: 11/13/2018 PROJECT#: 20180920_13 LRFD Basic Load Combinations: Type A 2015 IBC& RMI / ANSI MH 16.1 V Trnn, = 3,866 lbs V Lung = 958 lbs P = Product Load / 2 = 11,700 lbs D = Dead Load • 0.5 =300lbs MT=, = Ef,.r,n, h = 837,633 in -lbs ETrans = MT �fls / frame depth =19,943 lbs f3 =0.7 13 = 1.0 (Uplift combination only) p =1 SDS = .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 = (1.4 300) + (1.2 11,700)= 14,460 lbs 2. Gravity Load=1.2D+1.4P+1.6L+0.5(LrorSorR) =(1.2.300)+(1.4 11,700)+(1.6.0)+(0.5 0)= 16,7401bs 3. Snow/Rain = 1.2D + 0.85P + (0.5L or 0.5W) + 1.6(Lr or S or R) = (1.2.300) + (0.85 . 11,700) + (0.5 0) + (1.6 0)= 10,305 lbs 4. Wind Load = 1.2D + 0.85P + 0.5L + 1.0W + 0.5(L, or S or R) = (1.2 300) + (0.85 11,700) + (0.5.0) + (1.0 0) + (0.5 0)= 10,305 lbs 5A. Seismic Load (Transverse) = (1.2 + 0.2SDS)D + (1.2 + 0.2SDs)RP + 0.5L + pETmns + 0.2S =(1.2+0.2•.95)•300+(1.2+0.2 .95) 0.7 11,700+0.5 0+119,943+0.2 0=31,7441bs 5B. Seismic Load (Longitudinal) = (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)I3P + 0.5L + pELon8 + 0.2S =(1.2+0.2•.95)•300+(1.2+0.2•.95)•0.7 11,700+ 0.5 0+ 1 0+0.2 0= 11,801 lbs 6. Wind Uplift = 0.9D + 0.9P, , + 1.0W =0.9.300+0.911,700+1.0.0=270lbs 7. Seismic Uplift = (0.9 - 0.2SDS)D + (0.9 - 0.2SDS)13Parpp - PET ans = (0.9 - 0.2 .95) • 300 + (0.9 - 0.2 ..95)• 1 11,700 - 1 19,943= -11,423 lbs For a single beam, D = 48 lbs P = 1,950 lbs 1= 243 lbs See Base Plate tension Analysis for Over -Strength factor application. 8. Product/Live/Impact = 1.2D + 1.6L + 0.5(SorR) + 1.4P + 1.4I (1.2.48)+(1.6.0)+(0.5 0) + (1.4. 1,950) + (1.4 .243) = 3,127 lbs ASD Load Combinations for Slab Analysis 1. 2. 3. (1 + 0.105S'DS)D + 0.75((1.4 + 0.14SDS)13P + 0.7pE) = (1 +0.105•.95)•300+0.75((1.4+0.14•.95)•0.7.11,700+ 0.7 1.19,943)=20,216 lbs (1 + 0.14SDS)D + (0.85 + 0.14SDS)j3P + 0.7pE = (1 + 0.14 .95) 300 + (0.85 + 0.14 ..95)• 0.7.11,700 + 0.7 1 19,943= 22,351 lbs D+P = 300 + 11,700 = 12,000 lbs MATERIAL HANDLING,_ENGIIV ERING EST_ 1985 TEL 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Callbox Raymond Handling Conce 5835 Segale Park D Tukwila, WA 9 banjarjian 11/13/2018 20180920_13 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). MC ,,,,R = MCo,n„l = MCoN, Mc0M = ((Nipper + MLoWtt) / 2) + MEnd, Vco, = VL, / # of columns = 479 lbs MB,. = 8533 in -lbs M1.o e = ((V,0 h,) (479 lbs • 48 in.) - 8533 in -lbs = 14459 in - lbs ,I`—g—A. si n FRONT ELEVATION Levels h; £ Axial Load Moment Beam End Moment Connector Moment 1 50 23 12,000 14,459 4,352 17,284 2 50 46 10,000 11,405 4,352 15,186 3 50 68 8,000 10,264 4,352 13,761 4 50 91 6,000 8,554 4,352 11,765 5 50 114 4,000 6,273 4,352 9,199 6 50 137 2,000 3,421 4,352 6,062 SEIZMIC MATERIAL HANDLIf G ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Callbox FOR: Raymond Handling Conce ADDRESS: 5835 Segale Park D Tukwila, WA SHEET/4: 10 CALCULATED BY: banjarjian DATE: 11/13/2018 PROJECT#: 20180920_13 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) K,1„,/g, = 1.248 / 1.251 K,•L/R =136/1.103 KL/R max 0 F =(r2+r2+X 2)12 = 46.06 = 32.64 = 46.06 =(1.2512+ 1.1032+-2.8192)12=3.275 in. =1 - (Xo/ro)2 = 1 - (-2.819/3.275)2= 0.259 =172E / (KL/r) ,,, 2 = 3.142.29500 / 46.062 = 137.25 ksi F2 =(1 /2J3)((c + 6,)2 - (413ax6))12) = (1 / (2.0.259)((137.25 + 104.857) - (137.25 + 104.857)2 - (4 0.259 137.25.104.857))12)= 63.802 ksi where: 6r =172E/(KL /Rr)2 = 3.142 29500 / 46.062 = 137.25 ksi o =1 /A r2(GJ+ (172EC) /(KL)2) = 1 / 0.869.3.2752(11300.0.002 + (3.142 29500.2.711) / (0.8 36)2) = 104.857 ksi F P 7ve = Min(F„ F2) =63.802 ksi = AeR • F = (F /F)''2= (55 / 63.802)12 = 0.928 Since 7v < 1.5: P = (0.658'1(X,2)) F = 38.341 Thus: P = 26389 lbs P = 22431 lbs (Eq. C3.1.2.1- 7) (Eq C4.1.2-3) (Eq C4.1.1-1) (Eq C4.1.2-1) (Eq C3.1.2-11) (Eq C3.1.2-9) (Eq C4.1-1) (Eq C4.1-4) (Eq C4.1-2) 3x3-.089 SECTION PROPERTIES Depth 3 in. Width 3 in. t 0.089 in. Radius 0.19 in. Area 0.869 in.' AreaNet 0.742 in.2 1a 1.36 in.4 S. 0.907 in.' ST Net 0.843 in.' R. 1.251 in. I, 1.058 in.4 S,. 0.613 in.' Ry, 1.103 in. J 0.002 in.' C,, 2.711 in.6 J. 3.096 in. Xo -2.819 in. Kr 1.2 L, 48 in. K,. 1 L,. 36 in. K, 0.8 F} 55 ksi F„ 65 ksi Q 0.9 G 11300 ksi E 29500 ksi Cm, 0.85 C. -1 Cb 1 Cr 1 Phi, 0.9 Phi0 0.85 MATERIAL HANDLING ENGINEERING EST. 1985 ~" TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Callbox FOR: Raymond Handling Conce ADDRESS: 5835 Segale Park D Tukwila, WA SHEET#: 11 CALCULATED BY: banjarjian DATE: 11/13/2018 PROJECT#: 20180920_13 COLUMN ANALYSIS: Type A ( Level 1) Analyzed per RMI. AISI 2,012 (LRFD) and the 2015 IBC. Lateral -torsional buckling strength [Resistance] (Section C3.1.2) Po =P„O=321771bs Where: Po =A T = 0.688.55 = 37855 lbs M =M =SF =S „F F =C6rA( o )'rz / Sr = 376.754 ksi F = CAax(j +C(j2+r2(a /a,))"2) /(C,.FSf)=147.48 ksi F = (CbTI2Ed7) / (S(KK L)2 = 786.38 ksi F;„ =147.48 ksi Since: 0.56F, <2.78F F = (10/9)F11 -(10F / 36F,))= 54.8 ksi Reduced Fef.=1-((1-Q) /2) • (Fa /F)Q•P=52.1ksi M = 43909 in -lbs My = 31937 in -lbs M,0b = 39518 in -lbs M),4 28743 in -lbs PEe = n2EI /(KL)2=119330 lbs (Eq C5.2.2-6) PE, = n2E/ / (1c4)2= 237617 lbs (Eq C5.2.2-7) a =(1-(OP/Pad) =0.91 (Eq C5.2.2-4) a=(1-(OP/P))=0.955 (Eq C5.2.2-5) P„,,,s = 31,744 lbs P,„„s 11,801 lbs M = M = 14459 in -lbs (Eq C5.2.2-2) P= (1.2 D)+(1.4 P)=167401bs P s /P = 16740 / 22431 = 0.75 Static Stress = 74% Since: P, /P >= 0.15 Stress] =P,/P + M /(O5M,,)+M /(OA) (Eq C5.2.2-2) = ((11,801 / 22431) + (14459 / 39518) + (1 / 28743)) = 89% Stress2=P,/Pao +C M /(O,M a)+CyM/ObM3,a) (Eq C5.2.2-1) = (11,801 / 32177) + (0.8514459 / 39518 0.91)) + (0.85 1 / 28743 0.955))) = 70% Stress3 P, / Pa, = 31,744 / 32177 =98% Column Stress = Max(Stressl, Stress2, Stress3, Static) = 98% 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-.089 SECTION PROPERTIES Depth 3 in. Width 3 in. t 0.089 in. Radius 0.19 in. Area 0.869 in.' AreaNet 0.742 in.' I, 1.36 in.^ S, 0.907 in.3 S, Net 0.843 in.3 R, 1.251 in. I,. 1.058 in.' S. 0.613 in.3 R,, 1.103 in. J 0.002 in.^ C,, 2.711 in.' J, 3.096 in. X. -2.819 in. K 1.2 L, 48 in. K. 1 1_, in. IS 0.8 Fy 55 ksi F„ 65 ksi Q 0.9 G 11300 ksi E 29500 ksi Cmt 0.85 Cs -1 Cb 1 Ctf 1 Phi, 0.9 Phis 0.85 SEIZMIC # r ", 'd kll MATERIAL HANDLING NGINEERING EST. 1085 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Callboy, FOR: Raymond Handling Conce ADDRESS: 5835 Segale Park D Tukwila, WA SHEET#: 12 CALCULATED BY: banjarjian DATE: 11/13/2018 PROJECT#: 20180920_13 BEAM ANALYSIS Type A Determine allowable bending moment per AISI Check compression flange for local buckling (B2.1) Effective width w = C - 2t - 2r = 1.625 - (2 •0.06) - (2.0.125) = 1.26 in. w/t = 1.255 / 0.06 = 20.99 X = (1.052 / k112) • (w/t) • (F / E)112 = (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) f(comp) = Fy • (y31 y2) = 55 * 2.67 / 2.85 = 51.44 ksi 4(tension) = F, • (y, l y2) = 55 * 2.46 / 2.85 = 47.5 ksi = -V214) = -(47.5 / 51.44) = -0.92 Buckling coefficient k = 4 + 2 • (1 - W)3 + 2 • (1 -'I') = 4 + 2(1 - -0.92)3 + 2(1 - -0.92) = 22.08 Flat Depth w = yl +y3=2.46+2.67 = 5.13 w/t = 5.13/0.06 = 85.79 w/t < 200: OK X = (1.052 / k1/2) • (w/t) • (f /E)112 = (1.052 / 2) • 85.793 • (51.44 / 29500)1/2 = 0.8 bl = w • (3 - `P) = 5 • (3 - -0.92) = 20.13 b2 = w/2 = 2.57 bl + b2 = 20.13 + 20.13 = 22.69 Web is fully effective Determine effect of cold working on steel yield point (FYA) per section A7.2 Corner cross-sectional area Lc = (Tl / 2) • (r + t / 2) = (F1/ 2) • (0.125 + 0.06 / 2) = 0.243 Lf = effective width = 1.255 C = 2 • L, l Lf+ 2 • L = 2 • 0.243 / 1.255 + 2 • L, = 0.2793 m = 0.192•(1/F)-0.068 = 0.192 • (70 / 55) - 0.068 = 0.1764 B, = 3.69•(F,IF)-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 r/t = 0.125 / 0.06 = 2.09 >= 1.2 = OK <=7=OK F = B, • F l (r / t)m = 1.58 .55 / (2.09)m = 76 Fo_tor = C•F,+(1 -C) •F, = 0.279.76+(1-0.279)•55 = 61 F -bottom = F,,o-to,, Ycg ol(A-Kg) = 61.2.65/(5.5-2.65) = 57 0 B - 5.5x2.5-.060 Top flange width C = 1.625 in. Bottom width B = 2.5 in. Web depth A = 5.5 in. Beam thickness t = 0.06 in. Radius r = 0.125 in. Fy = 55 Fu = 70 Y1 = 2.46 Y2 = 2.85 Y3 = 2.67 Ycg = 2.65 lx = 3.3 Sx = 1.16 E = 29500 FBeam F = 300 Beam Length L = 144 "_. - �� =_-, . J • PROJECT: Callbox FOR: Raymond Handling Conce ADDRESS: 5835 Segale Park D Tukwila, WA SHEET/4: 13 MATERIAL HANDLING ENGINEERING CALCULATED BY: banjarjian EST. 1985 DATE: 11/13/2018 SEIZMIC�-� .�d TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT#: 20180920_13 BEAM ANALYSIS Type A Check Allowable Tension Stress for Bottom Flange LJlange-bot = B - (2 • r) - (2 • t) = 2.5 - (2.0.125) - (2.0.06) = 2.13 Cbo„om = 2 • Lel (L�ange_bat + 2 • L,) = 2 . 0.243 / (2.13 + 2 • 0.243) = 0.186 Fv,-bo„om = Cbottom • F� + (1 - Cbo„om) • F, = 0.186 • 76 + (1 - 0.186) • 55 = 58.96 F a = F a_,op = 60.95 loll Determine Allowable Capacity For Beam Pair (Per Section 5.2 of the RMI, PT II) Check Bending Capacity Mcen1 _ M W•L•52•Rm/8 SZ = 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 Rn, = 1-((2•F•L)/(6•E•I +3•F•L)) = 1 - ((2 • 300. 144) / (6.29500.3.3 + 3 .300. 144)) = 0.88 (1)•M = (1)•F,•S = 67.02 in -kip W = (I)•M •8•(#ofBeams) /(L•Rm•S2) = (67.02.8.2)/(144.0.88.1.6) = 5298 Ibs/pair Check Deflection Capacity Amax = Ass • Rd Amax =L/180 Rd = 1-(4•F•L)/(5•F•L+10•E•J) = 1 - (4 • 300. 144) / (5 • 300. 144 + 10 • 29500 • 33) = 0.85 Ass = (5• W•L3)/(384•E•lx) L/180 = (5• W• L3•Rd) /(384•E•1 • (it of Beams)) W = (384•E•1 •2)/(180.5•L2•Rd) = (384 • 29500 • 3.3 • 2) / (180 • 5 • 1442. 0.85) • 1000 = 4688 lbs/pair B - 5.5x2.5-.060 Top flange width C = 1.625 in. Bottom width B = 2.5 in. Web depth A = 5.5 in. Beam thickness t = 0.06 in. Radius r = 0.125 in. Fy = 55 Fu = 70 Y1 = 2.46 Y2 = 2.85 Y3 = 2.67 Ycg = 2.65 Ix = 3.3 Sx = 1.16 E = 29500 FBeam F = 300 Beam Length L = 144 MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Callbox Raymond Handling Conce 5835 Segale Park D Tukwila. WA 14 banjarjian 11/13/2018 20180920 13 Mia, =W/2 / 8 Allowable and Actual Bending Moment at Each Level MiiowsiancW rlow.sanic ' /2 / 8 MeismicMone M/low,seismic—''1x • Fb Level Mranc M rmw,stanc seismic M uowseismic Result 1 36,000 42,192 8,642 42,192 Pass 2 36,000 42,192 7,593 42,192 Pass 3 36,000 42,192 6,881 42,192 Pass 4 36,000 42,192 5,883 42,192 Pass 5 36,000 42,192 4,600 42,192 Pass 6 36,000 42,192 3,031 42,192 Pass -T SEIZMIC > J r MATERIAL HANDLING ENGIRING EST. 1985 ' NEE TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Callbox FOR: Raymond Handling Conce ADDRESS: 5835 Segale Park D Tukwila„ WA SHEET#: 15 CALCULATED BY: banjarjian DATE: 11/13/2018 PROJECT#: 20180920_13 Beam to Column Analysis: Type A 1. Shear Strength of Pin Pin Diameter = 0.438 in. F. = F, = 54000 psi Ab= d2•r1/4=0.15 in. P,, = Ab F. = 8136.39 lbs PShenr = 0P. = 0.75 • Pn = 6102 lbs 2. Bearing Strength of Pin Column Thickness to = 0.09 in. Since d/te<10 C=3 m= 1.0 F„ = 65000 psi P. = C mr d to • Fu = 7601.491bs PBea,;ng = OPn = 0.75 7601.49 = 5701 lbs 3. Moment Strength of Bracket Edge Dist. = 1 in. Tc„,, = Son, = M = MSaengt C= d= MSUengm = I'C1ip 0.179 in. 0.127 in.' Se • F = 6985 in -lbs AISI Table E3.4-1 AISI Table E3.4-1 AISI E3.3.1 -1 AISI C3.1.1 -1 OMn=0.9 Mo=0.9•Son, F=6286.5in-lbs 1.67 Edge Dist. / 2 = 0.5 in. cdPon, 1\4S1tnS,b / (c • d) = 7542 lbs Minimum Value of P1 Governs P, = Min(Psheeo PBenring, PC ,) = 5701 lbs MCoMp„o„. = (P, • 4.5) + (P, (2.5 / 4.5) • 2.5) + (P, (0.5 / 4.5) 0.5) = 33889.28 in -lbs 3�. MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Callbox FOR: Raymond Handling Conce ADDRESS: 5835 Segale Park D Tukwila, WA SHEET/4: 16 CALCULATED BY: banjarjian DATE: 11/13/2018 PROJECT#: 20180920_13 BRACE ANALYSIS Type A (Panel 5) Analyzed per RMI. AISI 2012 (LRFD) and the 2015 IBC. Section subject to torsional or flexural -torsion buckling (Section C4.1.2) 'L /R I�L/R KLex =0.60/0.614 =1.60/0.404 = 97.66 = 148.63 = 148.63 o=(r2+rY2+X2)1/2 x = (0.6142 + 0.4042 + -0.9172)1/2= 1.175 in. 3 =1 - (Xo/ro)2 = 1 - (0.99117/1.175)2 = 0.391 = TEE / (11L/r)2 = 3.142 29500 / 148.632= 13.181 ksi F2 =(1 /2/3)((o + 6)2 - (4136x6))12) = (1 / (2.0.391)((30.53 + 17.818) - (30.53 + 17.818)2 - (4 0.391 30.53 17.818))12)= 12.519 ksi where: 6„ =172E/(ISL /Ii),)2 = 3.142.29500 / 97.662 = 30.53 ksi c =1 / A . 2(GJ + (172EC) / (IL)2) = 1 / 0.279 1.1752(11300 0.001 + (3.142 29500 0.015) / (0.8.60)2) = 17.818 ksi F P = Min(F„' T2)=12.519 ksi =An.J2 = (1 /F)12= (36 / 12.519)"2= 1.696 Since X >= 1.5: P=(0.877/X2)•F =10.979 Thus: P = 3064 lbs P = 2604 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 SECTION PROPERTIES Depth 1.5 in. Width 1.25 in. t 0.075 in. Radius 0.112 in. Area 0.279 in.2 AreaNet 0.279 in.2 1„ 0.105 in.^ S 0.141 in.3 S,, 0.141 in.3 0.614 in. 1y 0.046 in." S,. 0.056 in.3 1.' 0.404 in. J 0.001 in.4 C,. 0.015 in.` J„ 1.183 in. X„ -0.917 in. K„ 0 L 60 in. K, 1 L 60 in. K, 0.8 F, 36 ksi F„ 42 ksi Q 1 G 11300 ksi E 29500 ksi Cm„ 0.85 C„ -1 Cb 1 C11 1 Phi, 0.9 Phi, 0.85 SEIZMIC`. MATERIAL HANDLING ENGINEERING EST. 1985 w TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Callbox FOR: Raymond Handling Conce ADDRESS: 5835 Segale Park D Tukwila, WA SHEET#: 17 CALCULATED BY: banjarjian DATE: 11/13/2018 PROJECT#: 20180920_13 BRACE ANALYSIS Type A (Panel 5) Analyzed per RMI, AISI 2012 (LRFD) and the 2015 IBC. Lateral -torsional buckling strength [Resistance] (Section C3.1.2) Po Where: P.0 = A F = 0.279.36 = 10047 lbs M =M =SF =S �F F =C ,,A(oA(7)1/2/Sr= 54.46 ksi F=CAo(j+Cs(j2+ r2(c /6.))"2)/(CTFSf)=18.331ksi = (CWEdI) / (S(K L )2 = 39.287 ksi Fin = 18.331 ksi Since: F <= 0.56F, = F =18.331 ksi Reduced Fef=1-((1-Q)/2) •(F/P)QF=18.3ksi = Poq = 8540 lbs M r = 2571 in -lbs 1 = 1019 in -lbs Mrd, = 2314 in -lbs MAO5 917 in -lbs P = ri2E7 /(K,L)2= 8524 lbs PEA = n2E7 / (KL )_= 3679 lbs Max P. = 3064 lbs VT_ =13841bs 4.R= ((L - 6)2 + (D - 2B)2)1' = 60 in. VDia€ = (VT_ • L0,) /D = 2306 lbs Brace Stress = v„,,g/it = 75% M=M (Eq C3.1.2.1-1) (Eq 3.1.2.1-4) (Eq 3.1.2.1-10) (Eq C3.1.2.1-3) (Eq C5.2.2-6) (Eq C5.2.2-7) 1.5x1.25-.075 SECTION PROPERTIES Depth 1.5 in. Width 1.25 in. t 0.075 in. Radius 0.112 in. Area 0.279 in.2 AreaNet 0.279 in.2 Ix 0.105 in.' Sx 0.141 in.' Sx Net 0.141 in.' R 0.614 in. I, 0.046 in.4 S 0.056 in.' R 0.404 in. J 0.001 in.4 C„ 0.015 in.' J. 1.183 in. X. -0.917 in. Kx 0 Lx 60 in. IS 1 L, 60 in. Kt 0.8 F} 36 ksi Fu 42 ksi Q 1 G 11300 ksi E 29500 ksi Cs_ 0.85 Cs -1 C, 1 Ctf 1 Phi, 0.9 Phi 0.85 INC MATERIAL HANDLING ENGINEERING EST. 1885 • TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Callbox FOR: Raymond Handling Conce ADDRESS: 5835 Segale Park D Tukwila, WA SHEET#: 18 CALCULATED BY: banjarjian DATE: 11/13/2018 PROJECT#: 20180920_13 POST -INSTALLED ANCHOR ANALYSIS PER ACI 318-14, CHAPTER 17 Configuration 1 Type A Assumed cracked concrete application Anchor Type 5/8" dia, 4" hef, 6" min. slab ICC Report Number ESR -1917 1.5 • he = 6 in. Slab Thickness (h) = 6 in. C., = 12 useCe adJ = 6 in. Min. Slab Thickness (h) = 6 in. Coe = 12 useC.,„ = 6 in. Concrete Strength (f) = 4000 ksi Diameter (de) = 0.625 in. 3 hey = 12 M. Nominal Embedment (hnom) = 4.5 in. Effective Embedment (hef) = Hef S, = 8 in. Use S, nd, = 8 in. Number of Anchors (n) = 4 S, = 8 in. Use S,,adj = 8 in. e'N = 0 e' V = 0 From ICC ESR Report A5e = 0.162 sq.in. f uth =106000 psi Sm;n = 3 in. Cm;„ = 3.25 in. C8e = 8.75 in. NPcr = 9999 in. Tension Capacity = 3883 lbs Shear Capacity = 5258 lbs �Sessm o 0.75 0.75 Av, h 1.5ca� sj 1.5cet Adj. Strength 29121bs 3943 lbs SEIZMIC INC MATERIAL HANDLING ENGINREERING EST. 1985 <, f rM #.4;,,,:1M TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: Callbox Raymond Handling Conce 5835 Segale Park D Tukwila, WA 19 banjarjian DATE: 11/13/2018 PROJECT#: 20180920_13 ANCHOR ANALYSIS - TENSION STRENGTH Configuration 1 Type A Steel Strength = 0.75 41N,a = OnASef „ = 0.75 4.0.162.106000 = 51,516 lbs Concrete Breakout Strength c1\1,,8 = 0.65 ANc = (C,,edj + S1.ad, + 1.5h,) • (Ca2adj + S2.edj + 1.5h,) = 400 sq.in. AN,, = 9hep2= 144 sq.in. Check if ANco >= ANe ANe/ANCO = 2.778 Toc,N = 1 tPed N = 1 `YEN = 1 K=17 =1 N = KcXa(f )° 5(h,f),.5 = 8601 lbs �epN = 1 1:1)Ncbg — 43(ANc/ANco)(ljec,N)(td,0(tPC,N)(Tcp,N)0'b) 0.65 • (400/144) • 1 1 •1.1 .8601 = 15,530 lbs Pullout Strength IN, 4)=0.65 cp =1 01\lp. = 4` ,pNp.,r(f/2500)05 = 32,884 lbs Steel Strength (ON.) = 51,516 lbs Embedment Strength - Concrete Breakout Strength (0N6) = 15,530 lbs Embedment Strength - Pullout Strength (41Np,,) = 32,884 lbs 17.4.1 17.3.3.a i 17.4.1.2 17.4.2 17.3.3 c ii Category 1-B 17.4.2.4 17.4.2.5 17.4.2.6 17.4.2.2 d 17.4.2.7 17.4.2.1 17.4.3 17.3.3 c ii Category 1-B 17.4.3.6 17.4.3.1 SEIZMIC ' MATERIAL HANDLING ENGINEERING EST. 1885 • TEL 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: PROJECT#: Callbox Raymond Handling Conce 5835 Segale Park D Tukwila, WA 20 banjarjian 11/13/2018 20180920 13 ANCHOR ANALYSIS - SHEAR STRENGTH Configuration 1 Type A Steel Strength (W. V,;=8,090 / Anchor -- per report = 0.65 0V. = On • V. = 0.65 4 8,090 = 21,034 lbs Concrete Breakout Strength 4)Veb8 =0.7 A = (1.5Ca1 + Sod, + 1.5C8,)he = 264 sq.in. AVeO = 3Ca,h, = 216 sq.in. Check if A >= A A /AV0, = 1.222 tP.„ = 1 = 0.9 PC„=1 `Yh„ = 1.732 da = 0.625 in. Le = 1.25 in. =1 The smaller of 7(Le / do)°2(de)°5X (f.)°5ca115 and 9?1(f)°5ca1'.5 = 16,713 lbs (1)VbB = (Avc/Avco)(Yev)(`P dv)(PC,v)(Thv)(Vb) 0.7 (264/216) 1.0.9 1 1.732.16,713 = 44,579 lbs Pryout Strength OVeg '= 0.7 Kg) =2 Nehg = 23,892 lbs = OK,Ncbg = 0.7 2 23,892 = 33,449 lbs Steel Strength (4Vsn) = 21,034 lbs Embedment Strength - Concrete Breakout Strength (4Vehg) = 44,579 lbs Embedment Strength - Pryout Strength (OVepg) = 33,449 lbs 17.5.1 17.3.3. Condition a ii 17.5.1.2a 17.5.2 17.3.3 ci-B 17.5.2.5 17.5.2.6 17.5.2.7 17.5.2.8 17.5.2.2 17.2.6 d 17.5.2.2 a, 17.5.2.2 b 17.5.2.1 17.5.3 17.3.3 Ci -B 17.5.3.1 EIZMIC 1 +j , MATERIAL HANDLING ENGIN -ERING EST. 19B5 TEL 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: FOR: ADDRESS: SHEET#: CALCULATED BY: DATE: Callbox Raymond Handling Conce 5835 Segale Park D Tukwila, WA 21 banjarjian 11/13/2018 PROJECT#: 20180920_13 OVERTURNING ANALYSIS Configurationl Type A 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 W, = 23,400 lbs Wd = 600 lbs WP, • 67% = 23,400 0.67 =15,678 lbs VT,an, = (1.0.2375.1 .((0.67 • 15,678) + 600)) = 2,637 lbs Mo„ = VTrsns • Ht = 2,637 239 = 630,243 in -lbs Ms,=((WP,•0.67)+Wo) •d•Factor = ((23,400 0.67) + 600) • 42.0.5 = 341,838 in -lbs plod, =1 (M0, - M„)/d = (630,243 - 341,838) / 42 = 6,866 lbs PM = 1 (Mo„ + M,) d = (630,243 + 341,838) / 42 = 23,144 lbs TOP SHELF LOADED Shear = 1,068 lbs M0, = VToP Ht = 1,068 (300 + ((50 - 10) / 2)) = 341,760 in -lbs M, = (1 + Wd,) • d = (3,900 + 600) • (42.0.5) = 94,500 in -lbs P„Phn = 1 (Mo,,, - Ms,)/d = (341,760 - 94,500) / 42 = 5,887 lbs ANCHORS No. of Anchors: 4 Pull Out Capacity per Anchor: 2,912 lbs Shear Capacity per Anchor: 3,943 lbs COMBINED STRESS Fully Loaded Top Shelf Loaded = ((6,866 / 4) / 2,912) + ((2,637 / 8) / 3,943) = ((5,887 / 4) / 2,912) + ((1,068 / 8) / 3,943) Seismic UpLift = ((11,424 / 4) / 2,912 Critical (LC#7B) 0.673 0.539 0.981 w IOW MirEar •I •I rF1 PtpfiR D^( F2 F4 F3 F6 F5 DROSS AISLE ELEVATION r V MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Callbox FOR: Raymond Handling Conce ADDRESS: 5835 Segale Park D Tukwila. WA SHEET#: 22 CALCULATED BY: banjarjian DATE: 11/13/2018 PROJECT#: 20180920_13 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 used in determining Mb: 1. Moment capacity of the base plate 2. Moment capacity of the anchor bolts 3. Veo, • h12 (full fixity) Mb is the smallest value obtained from these three criteria. F = 36000 psi Pia = 12000 lbs MB,„ = 8533 in -lbs P/A = Poo,/(D •B)= 12000 / (10 10) = 120 psi f=M/(D•B2/6)=8533/(10 102/6)=51.2 psi f2=f (2 b,/B)=51.2 (2 • 3.5/10)=35.84 psi fb,= ft, -fb2=51.2-35.84= 15.36 psi Mb=wb,2/2=(b,2/2)•(f + f,+0.67.fb2) =(3.52/2)(120+ 15.36+0.67.35.84)=975.42 in -lbs SBas. = (B • t2) / 6 = 0.23sq.in. = 0.75 F = 27,000 psi fb / Fb = Mb / (SB,,, • FBa) = 975.42 / (0.23 27,000) = 0.15 Base Plate Tension analysis per ACI318-14 17.2.3.4.3 (b), ductile yield of base plate L„=(Sx-b)/2= 2.5 in. L,=(S,.-b)/2=2.5in. Moment Arm (L) = Max(L„,,L,) = 2.5 in. Ma>,ehor = troth, / 2 L = 14560 in -lbs S = D • t2/6 = 0.23in' Mhos �,�te = S • Fy = 8,438 in -lbs 4M ,,,ate = 0.9 -M. = 7,594 in -lbs 41Mb,,,ate < MBase plate will yield first. Since the base plate will yield before anchor getting full tension capacity, over -strength factor is not applicable. I V I b1 b b1, Plate width B = Plate depth D = Plate thickness t = Column width b = Column depth d = bl = S= Sy = TTot , - m2 — tb 1 10 in. 10 in. 0.38 in. 3 in. 3 in. 3.5 in. 8 in. 8 in. 11,648 lbs. �-a MATERIAL HANDLING ENGINEERING EST. 1985 � TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Callbox FOR: Raymond Handling Conce ADDRESS: 5835 Segale Park D Tukwila, WA 23 banjarjian 11/13/2018 SHEET#: CALCULATED BY: DATE: PROJECT#: 20180920_13 Equation for Maximum Considered Earthquake Base Rotation Per RMI 2012 Commentary 2.6.4 k +k c be 441 pthpt( k k ) c be as kbkce kc+kbe (IV c+Nb ( kckbe) ( kb+kce ) ag - the first iteration of the second order amplification term computed using W1, from section 2.6.4 of the Commentary Where: W1,1 = 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 NL = the number of loaded levels k = 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 N = the number of beam -to -upright connections Nb = the number of base plate connections 6EIb kms= L 4EI EIS k = kb = — 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 lc = the moment of inertia of each base upright E = the Young's modulus of the beams a =1.64 Per RMI 2012 7.1.3 Cd (1+a)M� Cd the deflection amplification factor per section 2.6.6 5 eb _ l Mb the base moment from analysis kb Ob 0.72 4 of levels 6 min. # of bays 3 NL 72 Nb 8 k, 300 kip-in/rad k,,e 4057 kip-in/rad kb 133 kip-in/rad kCe 534 kip-in/rad 1b 3.3 in° L 144 in 1, 1.36 in° H 300 in E 29500 ksi Level h 9 W P. 1 72 in 4 kip 2 122 in 4 kip 3 172 in 4 kip 4 222 in 4 kip 5 272 in 4 kip 6 323 in 4 kip Per RMI 2012 2.6.6, in unbraced direction, seismic separation for rack structure is 0.05 ht„,.,. Therefore tanOmar 0.5 ®=2.862 rad Ob ok Maximum moment in base plate Mm,� if one anchor, then 0 OR (# of anchors / 2) * anchor pull out capacity * spacing of anchor(Sx) M..,=46,592 kip -in > Mb OK -j' SEIZMIC MATERIAL HANDLING ENGINEERING EST 1985 �' TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: Callbox FOR: Raymond Handling Conce ADDRESS: 5835 Segale Park D Tukwila, WA SHEET#: 24 CALCULATED BY: banjarjian DATE: 11/13/2018 PROJECT#: 20180920_13 Type A SLAB AND SOIL ANALYSIS (LRFD) Pm = Seismic_Load (see Basic Load Combinations) = 31745 Ibs = 7.5 • (f )1/2 = 474 psi d, req'd = (Pmax / (0. 1.72 • ((ks • r l ea) • 104 + 3.6) •f;))1/2 = 3.886 in. b = (ea • d, req'd3 / (12 • (1 - µ2) • ks))1i4 = 24.509 in. b, req'd = 1.5 • b = 37 in. Pa = 1.72[(kx • r1 / ea) • 104 + 3.6] • f,' • t2 = 1.72[(50 • 5.00 / 3604996) • 104 + 3.6] • 474 • (6)2 = 126105 Ibs Pa = • Pa = 0.6 • 126105 = 756631bs • / Pa = 0.42 max SLAB AND SOIL ANALYSIS (ASD) Pmax = MAX(ASD Load Combo 1, ASD Load Combo 2, ASD Load Combo 3) = 22351 Ibs f,' = 7.5 • (f )112 = 474 psi Pa = 1.72[(k,.•I-1/ea) • 104+3.6]•f'•f2 = 1.72[(50 • 5.00 / 3604996) • 104+ 3.6] • 474 • (6)2 = 126105 Ibs d, req'd = (Pmax l (4 • 1.72 • ((k • r, l ea) • 104 + 3.6) • f ))1/2 = 3.886 in. b = (ea • d, req'd3 / (12 • (1 - u2) • k))114 = 24.509 in. b, req'd = 1.5 • b = 37 in. Pa = Pa / S2 = 126105 / 3 = 42034.96 • / Pa = 0.53 max Base Plate Width B Depth W Frame 10 in. 10 in. Frame depth d 42 in. Concrete Thickness t 6 in. fc 4000 psi 0.6 S2 3 1 ks 50 r1 5 ea 3604996 Soil 1000 psf Field Report Report #: 77408 A.A.R. Testing Laboratory, Inc. 7126180thAve.N.E., Park 180, Suite C101, Redmond, WA 98052 Phone 425.881.5812 Fax 425.881.5441 Client: Raymond Handling Concepts 3500 W. Valley Hwy. N, #101 Auburn, WA. 98001 Contact: Zachery Buckmaster Project Number: 18-862 Permit#: D 18-0369 Project Name: Callbox Storage Address: 5835 Segale Park D City: Tukwila Inspection Performed: Proprietary Anchors Date: 12/10/2018 Time: Temperature: On site for initial inspection of anchorage of pallet racks. Verified drilling, cleaning of holes, depth, diameter, anchors are Hilti KBT2 5/8" x 6" with 4" embed, torqued to 60 ft/lbs. and installed per ESR 1917. This is a partial inspection. RECEIVED CITY OF TUKWILA DEC 19 2018 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 #: 77397 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: Raymond Handling Concepts 3500 W. Valley Hwy. N, #101 Auburn, WA. 98001 Contact: Zachery Buckmaster Project Number: 18-862 Permit #: D-18-0369 Project Name: Callbox Storage Address: 5835 Segale Park D City: Tukwila Inspection Performed: Proprietary Anchors Date: 12/12/2018 Time: Temperature: On site for final inspection of anchorage of pallet racks. Verified all Hilti KBT2 were torque to 60 ft/lbs and installed per ESR -1917. All work completed per approved plans. RECEIVED CITY OF TUKWILA DEC 19 2018 PERMIT CENTER Distribution: Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner ▪ Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Inspector: Peterson, Jesse 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 City of Tukwila Department of Community Development December 11, 2018 DILAN DEAN 3500 W VALLEY HWY N STE 101 AUBURN, WA 98001 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D18-0369 CALLBOX STORAGE - 5835 SEGALE PARK C DR. Dear DILAN DEAN, 0 Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • Maximum storage height is stated as 30 ft. Maximum storage height for ESFR sprinkler protection is 25 ft. per NFPA 13, table 16.2.3.1. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Bill Rambo Permit Technician File No. D18-0369 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COP PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0369 DATE: 12/20/18 PROJECT NAME: CALLBOX STORAGE SITE ADDRESS: 5835 SEGALE PARCK C DR Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works n /1 f\IVU 01111111 1°1 Fire Prevention Structural Planning Division Permit Coordin,!ttor PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 12/25/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 1/22/19 Approved Approved with Conditions n Corrections Required (corrections entered in Reviews) Denied (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping 0 PW ❑ Staff Initials: 12/18/2013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0369 PROJECT NAME: CALLBOX STORAGE SITE ADDRESS: 5835 SEGALE PARK C DR. X Original Plan Submittal Revision # Response to Correction Letter # Revision # DATE: 11/19/18 before Permit Issued after Permit Issued DEPARTMENTS: pc\ND \\ (6, AlA COI< D-11 l3uilding Division Fire Prevention Public Works n Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 11/20/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews n Notation: DUE DATE: 12/18/18 Approved with Conditions n Denied (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire Ping ❑ PW ❑ Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 11 / 2)/2 i D Plan Check/Permit Number: v f— 036 q ❑ Response to Incomplete Letter # DO Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: (al l o Sio/4j 6 Project Address5935 Seyal( ,Pctvk C., D✓. Contact Person: D') ri De Phone Number: a- 0767(503.)-/-1 Summary of Revision: 7ht kop df $41/ale has beer) ItCY,eas eol, \ 1 ✓-e.h o veo the lop becioi /Teve,o1-cveasi� ��c inax(u,1/ s/ed, e he;94-1; s%Qiiaie w;l also be loos- eo( /o ✓lcPl J' fie '/noslarole above -P4' co. oC4-10 . RECEIVED CITY OF TUKWILA DEC 2 0 2018 PERMIT CENTER Sheet Number(s): 1 - "Cloud" or highlight all areas of revision including date o revision Received at the City of Tukwila Permit1—Center by: iS"Entered in TRAKiT on 1) ) 04-'1 9 W:\Fermit Center\Templates\FormAtevision Submittal Form.doc Revised: August 2015 RAYMOND HANDLING CONCE i 1 CORP Home Espanol Contact Safety & Health Claims & Insurance CA Washington State Department of Labor & Industries Page 1 of 2 Search L&I A -Z Index Help My L&I 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 Active. Meets current requirements. License specialties GENERAL License no. RAYMOHC034KB Effective — expiration 05/02/1997— 10/23/2019 Bond Berkley Insurance Co $12,000.00 Bond account no. 0215656 Received by L&I Effective date 10/18/2018 07/02/2018 Expiration date Until Canceled Bond history Insurance Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=604102532&LIC=RAYMOHC034KB&SAW= 1/24/2019 RAYMOND HANDLING CONCEt CORP Washington State Department of Labor & Industries Borne Espanol Contact: Safety & Health Claims & Insurance Page 1 of 2 A -Z Index FIetp My L&I 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 Active. Meets current requirements. License specialties GENERAL License no. RAYMOHC034KB Effective — expiration 05/02/1997— 10/23/2019 Bond Berkley Insurance Co Bond account no. 0215656 $12,000.00 Received by L&I Effective date 10/18/2018 07/02/2018 Expiration date Until Canceled Bond history Insurance bus-o�y��s� Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=604102532&LIC=RAYMOHC034KB&SAW= 1/23/2019 .")W. TRACTOR .-c.f.,:11-1410ND HANDLING CONCEPTS W VALLEY HWY N. SUITE 101 AUL': L/RW., WA 98001 VIc!, C''''NNTRACTOR LICENSE# RAYMOHCO34KB 58,35 SEGALE PARK DRIVE C / TUKWILA, WA 98188 RACTOR CONTACT r„,11.1.T ,C•klitalMISIMMS31, OCCUPANCY CLASSIFICATION B S-1 APPLICABLE CODES 2015 INTERNATIONAL BUILDING CODE 2015 INTERNATIONAL FIRE CODE AND NFPA13 APN 352-304-9115 COMMODITIES TO BE STORED 7,f-7.;Ht.,741"1 BUCKMASTER 1 . 0004 r pv. ::P:iASTER@RAYMONDHANDLING.COM i. , TURER / SUPPLIER ,A.',414CE STORAGE PRODUCTS `i&?:D2 F7PELINE LANE ri.UkriiNGTON BEACH, CA 92649 7'147902-9000 TRAMMATVAIMMIIIIMPOV VOION011.0111419011 TYPE OF CONSTRUCTION III -B FIRE SPRINKLED YES NUMBER OF STORIES 1 BUILDING SQ. FT. OFFICE SQ. FT. WAREHOUSE SQ. FT. SCOPE SQ. FT. 319,500 SQ.FT. N/A SQ.FT. N/A SQ.FT. 3,500 SQ.FT. •'rt4,1C-IIIRAL ENGINEER BUILDING FIRE SPRINKLER SYSTEM DATA • SEC INC. MATERIAL HANDLING ENGPigERING • 11:30 E. CYPRESS ST. C3VINI,, CP, 91724/ 1"[ 209-C69-0989 'CHOP iNSPECTION COMPANY AAR. TESTING 7126 MTH AVh NE # C101 REDMOND, WA 98052 425-881-5812 SPRINKLER HEIGHT: SYSTEM TYPE: BASIS OF DESIGN: DESIGN AREA: HEAD TYPE TEMPERATURE OF HEAD: 34,-9" ESFR 12 SPRINKLERS K=14.2 68 DEGREES NOTE: ANY CHANGES TO THE FIRE SPRINKLER SYSTEM REQUIRES A SEPARATE SUBMITTAL, PERMIT, PLAN REVIEW, INSPECTIONS AND FEES. COMMODITIES TO BE STORED ARE HOUSEHOLD GOODS - FURNITURE/ OFFICE SUPPLIES. MAXIMUM STORAGE HEIGHT FOR RACK STORAGE:301-0" HIGH PILED STORAGE SHALL COMPLY WITH THE REQUIREMENTS OF THE 2015 IFC 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 / EV1ERGENCY 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. SCOPE PROVIDE AND INSTALL HIGH STORAGE PALLET RACKS. VICINITY MAP PROJECT SITE SHEET INDEX COVER SHEET SITE PLAN PLAN VIEW ELEVATION VIEW EGRESS PLAN VIEW STORAGE RACK DETAILS RH1.0 RH2.0 RH3.0 RH3.1 RH4.0 18-2569-A 2 0 r—' NG REFERENCE DOCUMENTS TRUSTED FOR GENERATIONS REVISIONS No changes shall be made to the scope of work without prior approval of the Tukwila Building DivIsion. -NOTE: Revisions wili require a new plan • submittal and may Include additional plan review. , - \ SEPARATE PERMIT REQUIRED FOR: Mechanical EleCtriOat 121, Plumbing 10 Gas Piping City of Tukwila BUILDING DIVISION STAMPS No. .121Y /097° Plan review approval is subject to errors ana rmseions:Approvai of construction documents does not aUthOrize the violation of any adopted code or ordinance. Receipt of approved FielO Copy and , ri,on bons isac, gad .4.11 e I r Date: ' I 2fiottr cl4luKwita BUILDING DIVISION ENGINE REVIEWED CODE COMPLI APPROVE CITY APPROVAL STAMP at) JAN 1 8 ZO City of Tu BUILDING DIV RECEIVED - CITY OF TUKWILA. NIN 1 9 1018 03 PERMIT CENTER 61 w 5835 SEGALE PARK DR C, TUKWILA, WA 98188 RAYMOND HANDLING CONCEPTS CORP. FREMONT OFFICE: 41400 BOYCE ROAD FREMONT, CA 94583 The information on this drawing is prepared with the infant of • communicating a concept and design that Is the intellectual property of Raymond 1-1andling Concepts Corporation. It Is not intended for other organizations as a means of quoting, designing / and or engineering alternatives. PROJECT 94413137 PROJ. DESC: RACK DRAWN BY: S.P.S. DATE: SCALE: NTS SHEET OF: 10/30/18 1/5 REVISION: SHEET NO. RH1.0 TYPEA TYPEA 6" 3 V f1J u r TYPEA TYPEA TYPEA YPE A TYPE 0 10'-8" 22'-4" 0 REVIEWED FOR CODE COMPLIANCE APPROVED JAN 18 2019 City of Tukwila BUILDING !, VI 11 8'-7" TYPE B TYPE B TYPE B TYPE B TYPE B TYPE B TYPE B TYPE B TYPE B 6"-- S u r - TYPE B TYPE B TYPE B TYPE B TYPE B - TYPE B i ra -a --- _ - n n r-� .- SCOPE OF WORK - PLAN VIEW 1/8"-1'-0" 22'-2" EXPIRES APR 1 2 2020 0 STORAGE W (r) Ln 00 Ln RAYMOND HANDLING CONCEPTS CORP. FREMONT OFFICE: 41400 BOYCE ROAD FREMONT, CA 94583 b(5060• 03b RECEIVE CITY OF TUK\ ILA NOV 19 2018 PERMIT CENTER 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 #: 94413137 PROJ. DESC: RACK DRAWN BY: S.P.S. DATE: 10/30/18 SCALE: 1/8" = 1' - 0" SHEET OF: 3/5 REVISION: 0 SHEET NO. -7 1f 1/ T —IF 11- itW7---w- -w- w r r -w- -w-w- !_TTw-w -w- –11F WIlr 1I— 7– 1/ 7 W W–11r WTWW ZIWA\W/AFMVM/AIMIVIIik.,WIMIPYAIMVM/AIVA 250" 0 0 196" - 142" 88" °5 '5 °502 5 11 .1 0502' 54" .841" 88" 312" 42" 312" 250" 1i/p9)01c6 144" o O 200" - 150" 100" 50" 5 50" " 5 115 [10 WV 11 50" '5 11 312" 42" A • a a, • 4 TYPE A TYPE B ELEVATIONS 112,• =1'-0" 4 !a: REVIEWED FOR CODE COMPLIANCE APPROVED JAN 18 2019 City of Tukwila BUILDING DIVISION CORRECTION LTR# RECEIVEn CITY OF TUKWILA DEC 20 2018 rERMIT CENTER 2 0 cc A. v W Cs CO a TRUSTED FOR GENERATIONS 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 property of Raymond Handling Concepts Corporation. It Is not Intended for other organizations as a means of quoting, designing / and or engineering alternatives. PROJECT #: 94413137 PROJ. DESC: RACK DRAWN BY: S.P.S. DATE: 10/30/18 SCALE: 1/2" = 1' - 0" SHEET OF: 3/5 REVISION: 0 SHEET NO. RH3.1 1— L: DISTANCE TO EXIT = 120 FT DISTANCE TO EXIT = 125 FT TYPE B TYPE B TYPE B TYPE B TYPE B TYPE B TYPE B TYPE B TYPE B TYPE B EGRESS PATH (7) FIRE EXTINGUISHER ILLUMINATED EXIT SIGN DISTANCE TO EXIT = 120 FT TYPE B DISTANCE TO EXIT = 108 FT TYPE B r, TYPE B TYPE B n TYPE B TYPE B REVIEWED FOR CODE COMPLIANCE APPROVED JAN 18 2019 City of Tukwila BUILDING DIVISION 0 0 APR 1 2 2020 _ RECEIVED CITY OF TUr WILA NOV 19 2018 PERMIT CENTER 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 property of Raymond Handling Concepts Corporation. It is not Intended for otherorganizations as a means of quoting, designing / and or engineering alternatives. PROJECT #: 94413137 PROJ. DESC: RACK DRAWN BY: S.P.S. DATE: 10/30/18 SCALE: 1/8" = 1' - 0" SHEET OF: 5/5 REVISION: 0 SHEET NO. RH4.0 t'LF(MIT CENTER ADDRESS: DESCRIPTION EST. 1985 SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. NOTES: 1. DESIGNED PER SECTION 2209 OF THE 2015 IBC. Fa DESIGN 42 SEISMIC DESIGN CATEGORY: D 2. STORAGE CAPACITY: 3,900# PER LEVEL. 3. STEEL: ASTM A1011 FOR SHAPE Fy = 55,000 PSI GRADE 55. 4. ALL BOLTS: A307 (UNLESS OTHERWISE NOTED). 5. ANCHORS: HILTI KWIK BOLT TZ. 6. ANCHORS SHALL BE INSTALLED PER ICC #ESR -1917. 7. CONCRETE: 6" THICK x 4,000 PSI. 8. MODULUS OF SUB -GRADE REACTION: 50 PCI. 9. THE MAXIMUM TOP TO BOTTOM 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, HOUSE KEEPING, 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 ANY DAMAGED COLUMNS, BEAMS, OR OTHER STRUCTURAL COMPONENTS. C) REQUIRE ALL PALLETS TO BE MAINTAINED IN GOOD, SAFE OPERATING CONDITION. D) ENSURE THAT PALLETS ARE PROPERLY PLACED ONTO PALLET LOAD SUPPORT 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. REVIEWED FOR CODE COMPLIANCE APPROVED JAi`3 1 2019 JAN1 City of Tukwila BUILDING DIVISION . 3°. 3b �a! ��E�g6'�t'EO j crr 1.+� i`�./ KWILA NfV 19 2018 91724 TeI.(909)869-0989 1/8" V <TYP. DATE: 11/12/18 DATE REV. DATE: TYPE: LMT SCALE: N.T.S. APRVD BY: SAL E. FATEEN -0- . . 3" -0- 1 1/T t 3 1 /8„ TYP. O 13 GA. ' 14cA. 1 12" ` O4 r 3"1 A .I' 3„ 13 GA. ' 1 " 0 1/TO ANCHOR ,\ <.,---^ 1 SLAB ON GRADE „ , , `= =� lip > <TYP. 1/8 1 1/4 13 GA.r .. ., : • ° g 4 4' . 4" MIN. 1 B a.•i1 .. EMB . NT. 1 a . M'' •• • 1 11 . _ . . ° ; . a J '-4 3" AP' ROX. 1 U4 TYP. 1/8" r 05/8" QJ5/8 ,� �� d m <' " A ` l4 DIAGONAL DOUBLED BRACE L , ���\ q =11=11=11=11r -11r -111111M111111 ��� i` 1[=III=11�[[�„[I.m.-q -41V 1— [ �� J"'" ��•'c\ �\\ 0 `V 1"1�P. 0 TYP.>1/8" V 1 P. SOIL 1/2" \ i1 1-1 t \\ `. 1 (4) ANCHORS REQ'D PER BASE PLATE , 3"APPROX. 1 1 V )/8 4 1" TYP. / / 3/8" THK. 1" TYP. / i 3 " THK. 14 GA. ; 1 1 4 ‘\ �` 10 USE AT TYPE A i 10"REPAIR USE AT TYPE B (--2 BASE PLATE �2� BASE PLATE ,V-A TYPICAL BRACE TO COLUMN CONNECTION 1A COLUMN 1-- COLUMN E1B..) BACKER C3_) ANCHOR CIA) HORIZONTAL & DIAGONAL BRACE 0F) ' .' 10(1 TYP. 1 � fl 19/3211-1 1/8" TYP. 5/817/8" /1 19/321�1 /8" 5/817/8" - \ � it /; .. ' 1 /8" ® ,I 1 /8" I�0 In . I \ . i 3 3/4" i I/ ® 7 ;. �,16 16 GA. - 7,----,„, � GA. ' 5 1 / 2� I, t' g 1r1 iiiiill ® I 10 g -1 0 7 GA. SB 3 3/16" kl) GA. 4' ,14' 7 3 3/16" TYP. r ® 0 0 TYP. 1/8" � USE ATTYPEB 1/8" USE ATTYPE A .y -11 ® ©© 6A CONNECTOR ( 6B CONNECTOR• -I TYPICAL BEAM TO COLUMN CONNECTION5A� BEAM BJ BEAM 0 GENERAL CONFIGURATION TYPE A TYPE B 144"1----42" 1 6"r-42" \ - 1 ' - - 1, - 50" TYPICAL 54 TYPICAL 54" 0 54" 0 50" 54" t 54" 54" � 50" 46 54" 4B 312" 312" 54" 312" 312" 54" 53" 54" 4B 54" 54" 0 �--- _ 50" 4B , .,' 0 4B 8a° 3 4B 50' . 1 . > > 1 . FRONT VIEW SIDE VIEW FRONT VIEW SIDE VIEW 1 STORAGE RACK ELEVATIONS t'LF(MIT CENTER ADDRESS: DESCRIPTION EST. 1985 SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. >- m 91724 TeI.(909)869-0989 DRAWN BY: T.B. / B.G. DATE: 11/12/18 DATE REV. DATE: TYPE: LMT SCALE: N.T.S. APRVD BY: SAL E. FATEEN r. SEIZMIC EST. 1985 SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. Covina, California 91724 TeI.(909)869-0989 DRAWN BY: T.B. / B.G. DATE: 11/12/18 LAST REV. BY: REV. DATE: TYPE: LMT SCALE: N.T.S. APRVD BY: SAL E. FATEEN EXPIRES 04-12-2020 DESCRIPTION: STORAGE RACK DETAILS DRAWING NUMBER: 18-2569-A