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HomeMy WebLinkAboutPermit D16-0342 - RELIANT GROUP - STORAGE RACKSREUANT GROUP INC 18370 OLYMPIC AVE S D16-0342 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: httpf/www.TukwilaWA.gov DEVELOPMENT PERMIT 7888900153 Permit Number: D16-0342 18370 OLYMPIC AVE S BLDG Issue Date: Permit Expires On: Project Name: RELIANT GROUP INC 1/25/2017 7/24/2017 Owner: Name: Address: Contact Person: Name: Address: TERRENO OLYMPIC LLC 101 MONTGOMERY ST STE 200 , SAN FRANCISCO, WA, 94105 WILL CHAE 3500 W VALLEY HWY N - SUITE B101 , AUBURN, WA, 98001 Contractor: Name: RAYMOND HANDLING CONCEPTS CORP Address: 4140 BOYCE RD , FREMONT, CA, 94538 License No: RAYMOHC034KB Lender: Name: RELIANT GROUP INC Address: PO BOX 58663 , TUKWILA, WA, 98138 Phone: (425) 240-4313 Phone: (253) 333-2109 Expiration Date: 10/5/2017 DESCRIPTION OF WORK: Project Valuation: $10,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: Type of Construction: IIIB Electrical Service Provided by: TUKWILA Fees Collected: $491.22 Occupancy per IBC: S-1 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edr:Hnn: 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: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature:kW Date: Pb1/1 1 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: fit%r i(ravh ato_e Date: 05 -0 - 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 inspection of bolts to be installed in concrete prior to and during placement of concrete. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: 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. 10: 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) 8: 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) 9: 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: Maintain fire extinguisher coverage throughout. 14: 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 02437) 13: 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 Orjinance 02437) (IFC 901.2) 15: 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) 16: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one-hour fire proofing, (b) sidewall sprinkler a; the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 13-16.1.4) 17: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.3.1) 18: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 12: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances 02436 and 02437) 19: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 20: These plans were rev'ewed 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) 43 9350 1700 BUiLD'NG FINAL" 1400 [I'tE FINAL 4046 SI-FPDXY/EXP CONC CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. \k W —� Project No. (P - Date ,. Date Application Accepted: I ( V' Date Application Expires: 1'kI''7 (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 King Co Assessor's Tax No.: 788890-0153 Site Address: 18370 Olympic Avenue South Tenant Name: Reliant Group Inc. Suite Number: PROPERTY OWNER Name: Terreno Olympic LLC Address: 101 Montgomery Street, Suite 200 Cit': San Francisco State: WA Zip: 94104 CONTACT PERSON — person receiving all project communication Name: Will Chae Address: 3500 West Valley Highway North, B101 City: Auburn State: WA Zip: 98001 Phone: (425) 240-4313 Fax: Email: wchae@raymondhandling.com GENERAL CONTRACTOR INFORMATION Company Name: Raymond Handling Concepts Corp. Address: 3500 West Valley Highway N., B101 City: Auburn State: WA Zip: 98001 Phone: (888) 820-8811 Fax: Contr Reg No.: RAYMOHC034KB Exp Date: 10/05/2017 Tukwila Business License No.: BUS -0993198 H:\Applications\Forms-Applications On Line \2011 Applications\Pennit Application Revised - 8.9-11.docx Revised: August 2011 bh New Tenant: Floor: 1 m Yes ..No ARCHITECT OF RECORD Name: rmanT � -antlling C�n� »tom Vat 4Prk 6A\c` Company Name: Seizmic Inc. Company Name: Engineer Name: Sal E. Fateen Architect Name: City: Covina State: CA Address: Phone: (909) 869-0989 Fax: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: rmanT � -antlling C�n� »tom Vat 4Prk 6A\c` Company Name: Seizmic Inc. City: ,v `,Q State: „Gar Iip: r53$.., Engineer Name: Sal E. Fateen Address: 1130 East Cypress Street City: Covina State: CA Zip: Phone: (909) 869-0989 Fax: Email: operations@seizmicinc.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: rmanT � -antlling C�n� »tom Vat 4Prk 6A\c` Address: 4i A8 Be ,d_tg37,0 ok riJ S City: ,v `,Q State: „Gar Iip: r53$.., lalfer Page 1 of 4 BUILDING PERMIT INFORMATIO1 2206-431-3670 Valuation of Project (contractor's bid price): $ 10,000 Existing Building Valuation: $ 2,439,600 Describe the scope of work (please provide detailed information): Installing high -pile storage pallet racking to existing space. Will there be new rack storage? m Yes ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ® Sprinklers 0 Automatic Fire Alarm ❑ None ❑ 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 Materia! 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:Wpplications\Fotms-Applications On Line \2011 Applications\Permit Application Revised - 8-9.11.docc 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 34,200 0 0 0 III -B S-1 2r'd Floor 3`X Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ® Sprinklers 0 Automatic Fire Alarm ❑ None ❑ 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 Materia! 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:Wpplications\Fotms-Applications On Line \2011 Applications\Permit Application Revised - 8-9.11.docc Revised: August 2011 bh Page 2 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. Print Name: David M Norris Mailing Address: 3500 WEST VALLEY HWY N., B-101 H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Date: 12/14/2016 Day Telephone: AUBURN WA 98001 City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $491.22 D16-0342 Address: 18370 OLYMPIC AVE S BLDG Apn: 7888900153 $491.22 DEVELOPMENT $476.90 PERMIT FEE R000.322.100.00.00 0.00 $286.30 PLAN CHECK FEE R000.345.830.00.00 0.00 $186.10 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $14.32 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R10054 R000.322.900.04.00 0.00 $14.32 $491.22 Date Paid: Friday, December 16, 2016 Paid By: WILLIAM CHAE Pay Method: CREDIT CARD 78178D Printed: Friday, December 16, 2016 1:17 PM 1 of 1 CRWYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 i» 62-03 £/ PERMIT NO. (206) 431-3670 CITY OF TUKWILA BUILDING DIVISION Project: GAWP Type of Inspection: 31//4P/14- FMA-1- t.-LAAeL14N7' ddress: Address: A73 70 if)L YARC 4V S1 Date Called: SpecialInstructions:23LX- Date Wanted:2-q-17 -q`' 7 a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: F6S Date: —4?-/ 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPE ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Q ect: PrWet-LA-Air Wet -i P %Alt Tyke of Inspection: IS El J /Ai -r- / /.O- L Address: /9370 i2iVn4i1G Ave S Date Called: PReirme ridAt,- &Peer .ekvi 7-117-7-a, Special Instructions: Date Wanyed: f 3!0/17 p.m. Reques er: Phone No: Approved per applicable codes. �Corrections required prior to approval. COMMENTS: 7 x\41,1 ./" t ,ti& "'DOT-- 4 -<;of, Agaltd/AL 4i7M.H Va. e 1€ teal 1 ArK c:ow/ma) Oki & PReirme ridAt,- &Peer .ekvi 7-117-7-a, M Inspector: 7 x\41,1 Date: 'I ( 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit DIS-63gz PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Rau,' /T G-RodP tkC. Type of Inspection: 730MLIiNG- FINAL Address: 13'370 OLYPr1PiC i 'W , 2, BLDG. Date Called: - Special Instructions: Date Wanted: i-2(0-17 a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: C4FAICIat6b POE (LizwY2(s Date: 26 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit DUO— 0342. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Pg.L-1A-NT -Rot)P t N C , Type of Inspects n: s) _E Poxy/ie,)('r CaNC; Address: 18370 OLYI' lPic )WC 2: MX, Date Called: --.. Special Instructions: Date Wanted: 1—Z 6? —17 < "'°'�) p.m. Requester: PLLI MTRVP ►?C. Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: C L eanrACf? rt's Qat,ofr3-r- inspector: 4,61.1 Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 1 r� !,1 lo —03. PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:Type (gIi't- ' n.'P (vim_ of Inspection;• .''Z �- r. Address: /, Suite #: f , O'iV�;rc1�f'9/Li` ES Contact Person: Special Instructions: Phone No.: ig Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: t f 1''/fv 'z— 4 p vie-) C C f2- Zr7 frr,L5 Via-epf+.�- ' .t`r/t o -v -S /As Se sof s ': r✓i 4r - Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 41,1/4 5-4; Date: 2MT.-- Hrs.: 1 $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 Fireproofing Aggregates Shotcrete Concrete Masonry Asphalt Roofing P iling S teel S o i Is Wood February 9, 2017 File No. 17-130 Building Official City of Tukwila Building Department 6300 Southcenter Blvd., #100 Tukwila, WA 98188 Project: Address: Permit: Reliant Group A 18370 Olympic Ave. S. D16-0342 A.A.R. TESTING LABORATORY, INC. CONSTRUCTION INSPECTION AND MATERIAL TESTING NATIONALLY ACCEPTED LABORATORY This is to advise you that special inspections are completed on the above referenced project. The following inspection was required and a copy of our inspection report has already been forwarded to you. 1. Proprietary anchor installation To the best of our knowledge all work inspected conformed to Tukwila Building Department approved plans, specifications, IBC and related codes and/or verbal or written instructions from the Engineer of Record. Sincerely, A.A.R. TESTING LABORATORY, INC. Kimberle Anderson President CC: Raymond Handling Concepts -Wil Chae RECEIVED CITY OF TUKWILA FEB 0 9 2017 PERMIT CENTER Tel: (425) 881-5812 Fax (425) 881-5441 • 7126 180th Ave. NE • P.O. Box 2523 • Redmond, WA 98073 Fire Sprinklers WA CL#FIRESI*988RJ 1524 45th Street E, Suite 102, Sumner, WA 98390. 253-826-0099 • Fax 253-826-1033 • www.firesprinklersinc.com Monday, December 05, 2016 Attn: Raymond Handling Concepts Corporation Will Chae 3500 West Valley Hwy N, Suite 101 Aubum, WA 98001 Re: Reliant Group, Inc. 18370 Olympic Ave S Tukwila, WA 98188 Mr. Chae, REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 3 2011 City of Tukwila BUILDING DIVISION Indicated by the Commercial Property Report provided by the Washington State Rating Bureau (WSRB) the existing fire sprinlder system has been hydraulically calculated to provide a design density of .390 gallons per minute (gpm) with a remote area of 5,600 square feet (.390/5,600). As the rack plans dictate, the proposed storage arrangement is Double Row Racks consisting of (2) Single Row Back -to -Back Racks not exceeding 10' in depth and a storage height over 12' up to and including 22' with a 15" to 24" longitudinal flue space. Also, Single Row Racks not exceeding 5' in depth and a storage height over 12' up to and including 22'. The proposed commodities to be stored in the racks are wood products (Class II), empty metal file cabinets (class I), wood furniture with no plastic or foam cushioning (Class III), metal and wood furniture with foam cushioning (Group A Plastics), Kitchen appliances, cartoned with no appreciable plastic trim. Kitchen Appliances, cartoned with plastic trim (Group A Plastics) All Class I -III commodities are stored on wood pallets, non -encapsulated, and shrink wrapped around the sides. All Group A Plastic commodities are stored on wood pallets, cartoned and are and shrink wrapped around the sides. Additionally, there will be solid piled storage up to 20' of Class IV non -encapsulated commodities. NFPA #13 2013 Edition, Table 16.2.1.3.2 dictates that a Single or Double -Row Rack with a storage height over 20' and up to and including 22' in height and aisles greater than 8' per 16.2.1.3.2.1(B) with a non -encapsulated Class I commodity shall be protected per Figure 16.2.1.3.2(a) Curve G (ordinary temperature sprinklers) requiring a 0.300 density over a 3,000 square foot remote area (0.300/3,000). Applying Figure 16.2.1.3.4.1 the design density shall be adjusted by 130% for a 22' top of stored commodity. Therefore, the required density will be 0.300 x 130% = 0.390 gpm. RECEIVED Lr 0342 CITY OF TUKWILA DEC 16 2016 Call FSI for all o your Fire Sprinkler Installation, Service, Inspection and Design needs. PERMIT CENTER 4 NFPA #13 2013 Edition, Table 16.2.1.3.2 dictates that a Single or Double -Row Rack with a storage height over 20' and up to and including 22' in height and aisles greater than 8' per 16.2.1.3.2.1(B) with a non -encapsulated Class II commodity shall be protected per Figure 16.2.1.3.2(b) Curve F (ordinary temperature sprinlders) requiring a 0.330 density over a 3,000 square foot remote area (0.330/3,000). Applying Figure 16.2.1.3.4.1 the design density shall be adjusted by 130% for a 22' top of stored commodity. Therefore, the required density will be 0.330 x 130% = 0.429 gpm. NFPA #13 2013 Edition, Table 16.2.1.3.2 dictates that a Single or Double -Row Rack with a storage height over 20' and up to and including 22' in height and aisles greater than 8' per 16.2.1.3.2.1(B) with a non -encapsulated Class III commodity shall be protected per Figure 16.2.1.3.2(c) Curve F (ordinary temperature sprinlders) requiring a 0.375 density over a 3,000 square foot remote area (0.375/3,000). Applying Figure 16.2.1.3.4.1 the design density shall be adjusted by 130% for a 22' top of stored commodity. Therefore, the required density will be 0.375 x 130% = 0.488 gpm. NFPA #13 2013 Edition, Figure 17.2.1.2.1(f) note 1 dictates that storage of 25' in height with less than 5' to 10' clearance to the ceiling shall have two levels of in -rack sprinlders. Figure 17.2.1.2.1(f) note 2 dictates that ceiling only protection shall not be permitted for this storage configuration unless 16.8K sprinklers listed for storage are installed, provided the ceiling sprinkler system can be hydraulically calculated to provide a design density of 0.8 gpm with a remote area of over 2,000 square feet. NFPA #13 2013 Edition, Figure 14.2.4 for solid piled storage of a Class IV commodity up to and including 20' dictates the use of Figure 14.2.4.1 for ordinary temperature sprinlders. Figure 14.2.4.1 requires a design density of .305 gpm over a 3,000 square foot remote area (0.305/3,000). Applying Figure 14.2.4.3 the design density shall be adjusted by 100% for a 20' top of stored commodity. Therefore, the required density will be 0.305 x 100% = 0.305 gpm. In conclusion, the planned storage of a Class I non -encapsulated commodity that is shrink wrapped around the sides stored in the proposed Double Row Racks consisting of (2) Single Row Back -to -Back Racks and the proposed Single Row Racks shall not exceed a storage height greater than 22'. In addition, the planned storage of a Class II non -encapsulated commodity that is shrink wrapped around the sides stored in the proposed Double Row Racks consisting of (2) Single Row Back -to -Back Racks and the proposed Single Row Racks with a 22' top of commodity will require the ceiling sprinkler discharge criterion to be increased to provide a 0.429 density over a 3,000 square foot remote area. Also, the planned storage of a Class III non -encapsulated commodity that is shrink wrapped around the sides stored in the proposed Double Row Racks consisting of (2) Single Row Back -to -Back Racks and the proposed Single Row Racks with a 22' top of commodity will require the ceiling sprinkler discharge criterion to be increased to provide a 0.488 density over a 3,000 square foot remote area. The storage of cartoned, expanded Group A Plastics in the proposed Double Row Racks consisting of (2) Single Row Back -to -Back Racks and the proposed Single Row Racks with a storage height not exceeding 25' shall have two levels of in -rack sprinkler protection, unless the requirements of Figure 17.2.1.2.1(f) note 2 can be met. Furthermore, solid piled storage of a Class IV non -encapsulated commodity up to and including 20' in height shall not requires sprinkler modifications. Sincerely, Atatheut Avow Matthew Rapozo Designer Call FSI for all of your Fire Sprinkler Installation, Service, Inspection and Design needs. SEIZMIC' MATERIAL HANDLING ENGINEERING FST 1.P, 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 all 50 States 12/7/2016 Analysis of Storage Racks for SHELVING METAL METAL/WOOD MOVABLE GONDOLAS LOCKERS CATWALKS SPECIAL PRODUCTS SHUTTLES VLM CAROUSELS VRC MODULAR OFFICES FENCES REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 3 2017 City of Tukwila BUILDING DIVISI O3(2 1130 E. Cypress St Covina. CA 91724 RECEIVED CITY OF TUKWILA DEC 16 2016 PERMIT CENTER (909) 869-0989 MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 1 tkasparian 12/7/2016 20161104 4 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 6 7 8 11 14 15 18 21 22 23 Scope: This storage system analysis is intended to determine its compliance with appropriate building codes with respect to static and seismic forces. The storage racks are prefabricated and are to be field assembled only. with no field welding. SEIZMI' MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 2 tkasparian 12/7/2016 20161104 4 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 MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_WilIi 3 tkasparian 12/7/2016 20161104 4 COMPONENTS AND SPECIFICATIONS Configuration I: TYPICAL H Analysis per section 2209 of the 2015 IBC SS = 1.42 F = 1.0 1= 1 V"„ = 502 Ibs. Psrar;, = 4650 lbs. Levels: 3 Panels: 5 S, = 0.53 ft, = 1.5 SDC = D V7.,v = 753 lbs. Pse;S,,,;c = 3257 lbs. a - - Load per Level 3000Ibs 48" r N, 65" 48" 3000 lbs 240" 65" 48„ 3000 lbs 48" 65" t 36" –,,- 8 ``. `k-- 108" FRONT VIEW 42" ---i. SIDE VIEW FRAME BEAM CONNECTOR COLUMN 3 x 3 - .090 (IC3013) Steel = 55000 psi Stress = 89% (level 1) HORIZONTAL BRACE 1.5 x 1.5 - 0.060 Stress = 20% DIAGONAL BRACE 1.5 x 1.5 - 0.060 Stress = 45% (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 = 84% Max stress = 84% (level 1) Base Plate Slab & Soil Anchors Steel = 36000 psi 8 in. x 5 in. x 0.375 in. 2 anchors/plate Moment = 5833 in -lb. Stress = 12% Slab = 7" x 3500 psi Soil Bearing Pressure = 1000 psf Slab Puncture Stress = 28% Slab Bending Stress = 32% Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 0.5 in. x 3.25 in. Min. Embed. Pullout Capacity = 1658 lbs. Shear Capacity = 1913 lbs. Anchor stress = 48% Type 60" deep is OK by simple review. Seizmic Analyzer version 20161206 © Copyright 1991-2016 Seizmic Inc. All rights reserved SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST COVINA- CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 4 tkasparian 12/7/2016 20161104 4 COMPONENTS AND SPECIFICATIONS Configuration 2: TUNNEL H Adjacent to: TYPICAL Analysis per section 2209 of the 2015 IBC S = 1.42 F,= 1.0 1= 1 Pte" = 418 lbs. Ps,an . = 3875 lbs. Levels: 3 Panels: 5 S, = 0.53 F,. = 1.5 SDC = D V; = 627 Ibs. P .m« = 2844 lbs. , - Load per Level 48" 3000 lbs 65" 65„ 48" 3000 Ibs 240" 48" 65" T 131" 48" 65" 36" \ `1,- 42" —.1. 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 - .090 (IC3013) Steel = 55 ksi Max Static Cap. = 3798 Ib. Stress = 61% Steel = 55000 psi Stress = 81% Stress = 69% (level 1 adj.) Max stress = 61% (level 2) HORIZONTAL BRACE Max stress = 81% (level 2) 1.5 x 1.5 - 0.060 Stress = 17% DIAGONAL BRACE 1.5 x 1.5 - 0.060 Stress = 41% (panel 2) Base Plate Slab & Soil Anchors Steel = 36000 psi' Slab = 7" x 3500 psi Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 8 in. x 5 in. x 0.375 in. 2 anchorsiplate Soil Bearing Pressure = 1000 psf 0.5 in. x 3.25 in. Min. Embed. Moment = 5833 in -lb. Stress = 11% Slab Puncture Stress = 24% Pullout Capacity = 1658 lbs. Slab Bending Stress = 24% Shear Capacity = 1913 lbs. Anchor stress = 43% Type 60" deep is OK by simple review. Seizmic Analyzer version 20161206 © Copyright 1991-2016 Seizmic Inc. All rights reserved SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 5 tkasparian 12/7/2016 20161104 4 Loads and Distribution: 'TYPICAL FLn Determines seismic base shear per Section 2.6 of the RMI & Section 2209. of the 2015 IBC. # of Levels: 3 SDC: Pallets Wide: 2 Wpl: Pallets Deep: 1 Wdl: Pallet Load: 1500 Ibs Total frame load: 9300 lbs D Rw (L): 6 9000 lbs Rw (T): 4 300 lbs Fa: 1 Ss: 1.42 Ie: 1 ELI Base Shear: V = ((2/3 •Fa•S,•IP•((0.67•NPL)+YIDL))IR„,)•0.75.0.67 Longitudinal: I L=E = ((2/3 • 1 • 1.42 • 1 • ((0.67 • 9000 lbs) + 300 Ibs)) / 6) • 0.75 • 0.67 = 502 lbs Transverse: Vra s = ((2/3 • 1 • 1.42 • 1 • ((0.67 • 9000 Ibs) + 300 Ibs)) / 4) • 0.75 • 0.67 = 753 lbs WH. f = V EWH, Longitudinal Transverse Level hz wx wzhx f w walax f 1 65 3.100 201.500 83.67 3.100 201,500 125.5 2 130 3.100 403.000 167.33 3,100 403.000 251 3 195 3.100 604.500 251 3,100 604.500 376.5 502 lbs 753 lbs INC MATERIAL HANDLING ENGINEERING 855.1985 TEL:(9091869-0989 1130 E CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 6 tkasparian 12/7/2016 20161104 4 BASIC.LOAD COMBINATIONS 'TYPICAL 2015 IBC& RMI / ANSI MH 16.1 177,”„, = 753 Ibs PL = Product Load 0.5 = 4,500 lbs Basic Load Combinations 1: DL = 300 / 2 = 150 Ibs VA„e = 502 lbs Sd = .947 DL = Dead Load / 2 = 150 Ibs EL = Seismic Load = 5,423 Ibs 2: DL + PL + LL + (Lr or SL or RL) = 150 + 4,500 + 0 = 4,6501bs 3a: (0.6 • DL) + (0.75 • 0.6 • PLapp) - (0.75 • WL) = (0.6 • 150) - (0.75 • 0.6 • 3015) - (0.75 • 0) = 1,447 Ibs 3b: ((0.6 - (0.11 • Sds)) • DL + (0.75 • (0.6 - (0.14 • Sds)) • PLapp) - (0.75 • 0.67 • EL) = ((0.6 - (0.11 • 0.947)) • 150 + (0.75 • (0.6 - (0.14 • 0.947)) • 3,015) - (0.75 • 0.67 • 5.423) = -1,594 lbs 4a: DL + (0.75 • PL) + LL + (Lr or SL or RL) + (0.75 • WL) = 150 + 4.500 + 0 + 0 = 3,525 Ibs 4b: (1 + (0.11 • Sds)) • DL + (0.75 • (1 + (0.14 • Sds) • PLapp) + (0.75 • 0.67 • EL) = 1 + (0.11 • 0.947)) • 150 + (0.75 • (1 + (0.14 • 0.947) • 3.015) + (0.75 • 0.67 • 5,423) = 5,452 Ibs 5: DL + LL + (0.5 • (SL or RL)) + (0.88 • PL) + IL = 150 + (0.5 • (0) + (0.88 • 4,500) + 1,125 = 5,235 Ibs SEIZMI. MATERIAL HANDLING ENGINEERING EST, 19B5 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Wilii 7 tkasparian 12/7/2016 20161104 4 LONGITUDINAL ANALYSIS TYPICAL This analysis is based on the Portal Method, with the point of contra flexure of the columns assumed at mid -height between beams, except for the lowest portion, where the base plate provides only partial fixity and the contra flexure is assumed to occur closer to the base (or at the base for pinned condition, where the base plate cannot carry moment). MConnR = MConnL = MConn 7 ± MConn = (01/u„,+ Ml.nwerEnds f' i = T to=B / # of columns = 251 lbs MB = 5833 in -lbs MLower = ((l'co//21) - MBose (251 lbs x 63 in) - 5833 in -lbs = 9980 in -lbs gam slab ////////////////// FRONT ELEVATION Levels hi fi Axial Load Moment Beam End Moment Conn Moment 1 65 ' 42 4,650 9,980 3,991 8,845 2 65 84 3,100 6,693 3,991 9,345 3 65 126 1,550 4,016 3,991 5,999 SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 8 tkasparian 12/7/2016 20161104 4 COLUMN ANALYSIS TYPICAL Analyzed per RMI. AISI 2007 (LRFD) and the 2015 IBC. Strength Increase from Cold Work of Forming (Section A7.2) nz = 0.192(F,,, / F,,.) - 0.068 0.192•(70/55)-0.068 = 0.18 B¢ = 3.69(F. / F„) - 0.819(F., / F„„)2 - 1.79 3.69•(70/55)-0.819•(70/55)22-1.79 = 1.58 = B¢F l (R / Om 1.58 • 55 / (0.13 / 0.09)^0.18 = 80.78 A¢ome. = (fl / 4)((R + t)2 - R)2) (3.14 / 4) • ((0.13 + 0.09)2 - 0.132 = 0.02 in2 assumed min. 4 corner elements C = 4 • ACOYHer l Agross. 4 0.02 / 0.85 = 0.11 Fq = CF,+(1-C)F,f<=F,v 0.11 • 80.78 + (1 - 0.11) • 55 = 57.83 ksi <= 70 ksi Fv p is Min(F„p. F) Thus F„q = 57.83 ksi (Eq A7.2-4) (Eq A7.2-3) (Eq A7.2-2) (Eq A7.2-1) 3x3-.090 SECTION PROPERTIES i Denth 3 in. Width 3 in. t 0.086 in. Radius 0.13 in. Area 0.853 in^2 AreaNet 0.717 in^2 lx 1.346 in^4 Sx 0.897 in^3 Sx net 0.756 in^3 Rx 1.257 in. Iv 1.053 in^4 Sv 0.612 in^3 Ry 1.111 in. .1 0.002 in^4 Cw 2.707 in^6 Ix 3.114 in. Xo -2.843 in. Kx 1.7 Lx 63 in. Ky 1 Ly 36 in. Kt 0.8 Fvv 55 ksi Fuv 70 ksi Q 0.9 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 MATERIAL HANDLING ENGINEERING EST 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 9 tkasparian 12/7/2016 20161104 4 COLUMN ANALYSIS TYPICAL Analyzed per RMI. AISI 2007 (LRFD) and the 2015 IBC. Section Subject to Torsional or Flexural -Torsion Buckling (Section C4.1.2) KX • Lx / Rx 1.7.63 / 1.26 = 85.24 K •L IR 1 •36/1.11 = 32.39 KL / R max = 85.24 r0 _ (rx2 + r�2 + x02)1/2 (1.2621F 1.1122 + -2.842)1/2 = 3.3 in. R = 1 - (x0 / ra)2 1 - (-2.84 / 3.3)2 = 0.26 Fel = 1-12E / (KL / r)„,„2 3.142.29500 / 85.242 = 40.074 ksi Fel = (1 / 2f )((6ex + 6t) - ((6x + 6,)2 - (4136ex0112) (1 / (2. 0.26)((40.07 + 104.85) - ((40.07 + 104.85)2 - (4.0.26 • 40.07. 104.85))1/2) = 30.669 ksi where, hex = 112E / (Kxlx l Rx)2 3.142. 29500 / 85.242 = 40.074 ksi = 1 / Ar02(GJ+ (112EC) / (K,L,)2) 1 / 0.85 • 3.32(11300 •0.0021 + (3.142 • 29500 • 2.71) / (0.8 • 36)2) = 104.846 ksi Thus, F = 30.669 ksi = Aef•F, = (F,1 F)112 (57.83 / 30.669)1/2 = 1.373 Since xe < 1.5, F = (0.658^(Xe2)) • F, = 26.266 ksi Thus P = 17,874 lbs Po = F • 0e = 15,193 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-.090 SECTION PROPERTIES Depth 3 in. Width 3 in. t 0.086 in. Radius 0.13 in. Area 0.853 in^2 AreaNet 0.717 in^2 Ix 1.346 in^4 Sx 0.897 in^3 Sx net 0.756 in^3 Rx 1.257 in. Iy 1.053 in^4 Sy 0.612 in^3 Ry 1.111 in. J 0.002 in^4 Cw 2.707 in^6 Jx 3.114 in. Xo -2.843 in. Kx 1.7 Lx 63 in. Ky 1 Ly 36 in. Kt 0.8 Fyv 55 ksi Fuv 70 ksi Q 0.9 G 11300 ksi E 29500 ksi Cmx _ 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 SEIZMI MATERIAL HANDLING ENGINEERING EST, 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 10 tkasparian 12/7/2016 20161104 4 COLUMN ANALYSIS TYPICAL Analyzed per RMI. AISI 2007 (LRFD) and the 2015 IBC. Lateral -Torsional Buckling Strength [Resistance] (SectionjC3.1.2) Poo = P,,, 39.352 • 0.85 = 33,449 Ibs. Where F, = A,F 0.68 • 57.83 = 39,352 Ibs. M = M„ = SAF = Sm„F F = Cbr A(G,,6,)v2 / Sf = 203.28 ksi F = C,A6ex(I + Cs(j2 + „2(c, l a,,))ll2) / (CrpSf) = 116.77 ksi F = (C9II2Ed1,,) l (S/K, L„)2 = 790.98 ksi F.min = 116.77 ksi Since, 0.56F, < F < 2.78F, F = (10 / 9)F,(1 - (10F,, / (36F,)) = 53.1 ksi reduced F eff = 1 - ((1 - Q) l 2) • (F / F)° • F = 50.5 ksi M = 38,168 in -lbs M„,, = 30,891 in-Ibs M= M m n M,„0, = 34,351 in-Ibs M„,(09 = 27,802 in-Ibs PEr = 172EJ l (K5Lx)2 = 34170.581bs PE,, = I12EI, / (K,L„)2 = 236607.01 lbs = (1 -(4 P/P,„)) = 0.88 = (1 - (0,P / PQ„)) = 0.98 P„ = (1.2 + 0.2SdS) • D + (0.85 + 0.2SdS) • P P„,appbed = 4884 Ibs M = M / (0.67 • 0.75) = 19860 in-Ibs P„_sr = (1.2 • D) + (1.4 • P) = 6480 Ibs jr l Pp = 6480 / 15193 = 0.43 Static Stress = 42% Since, P„/Po>0.15 Stress1 =P, /Pq+Ad, /(05M)+M,/(49Mn„) ((4884 / 15.193) + (19860 / 34.351)+ (1 / 27,802)) = 89% Stress2 = P, l PQ„ + C„,„„111,, l (49M,,,ax) + C„,,M, l %Ma,a,) ((4884 / 33.449) + (0.85 • 19860 / 34.351 •"0.879)) + ("0.85 • 1 / 27.802 • 0.982))) = 70% ColumnStress = Max(Stressl, Stress2. Static) = 89% (Eq C3.1.2.1-1) (Eq C3.1.2.1-4) (Eq C3.1.2.1-10) (Eq C3.1.2.1-14) (Eq C3.1.2.1-2) (Eq C5.2.2-6) (Eq C5.2.2-7) (Eq C5.2.2-4) (Eq C5.2.2-5) (Eq C5.2.2-2) (Eq C5.2.2-1) 3x3-.090 SECTION PROPERTIES Depth 3 in. Width 3 in. t 0.086 in. Radius 0.13 in. Area 0.853 in^2 AreaNet 0.717 in^2 Ix 1.346 in^4 Sx 0.897 in^3 Sx net 0.756 in^3 Rx 1.257 in. 1y 1.053 in^4 Sy 0.612 in^3 Ry 1.111 in. I 0.002 in^4 Cw 2.707 in^6 Jx 3.114 in. Xo -2.843 in. Kx 1.7 Lx 63 in. Ky 1 Lv 36 in. Kt 0.8 Fyv 55 ksi Fuv 70 ksi Q 0.9 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 SEIZMIC '�1. MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 11 tkasparian 12/7/2016 20161104 4 BEAM ANALYSIS TYPICAL 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 in. = (1.052 / k"2) • (w/t) • (F, / E)1(22 = (1.052 / 2) • 22.167 • (55 / 29500)1/2 = 0.5 <= 0.673: Flange is fully effective. Check web for local buckling (B2.3) f1(comp) = F„ • (y3 l y2) = 55 * 1.79 / 2.0 = 49.24 ksi f2(tension) = F,, • (v, l y2) = 55 * 1.54 / 2.0 = 42.16 ksi `Y =-(f2/f) = 42.16/49.24 = -0.86 Buckling coefficient k = 4 + 2 • (1 -'Y)3 + 2 • (1 -'Y) = 4 + 2(1 - -0.86)3 + 2(1 - -0.86) = 20.5 Flat Depth w = yl + y3 = 1.54 + 2.0 = 3.33 w/t = 3.33/0.06 = 55.5 w/t < 200: OK = (1.052 / k1/2) • (w/t) • (f / E)"2 = (1.052 / 2) • 55.5 • (49.24 / 29500)1/2 = bl = w • (3 - Y') = 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 = al/ 2) • (r + t / 2) = (11/2)•(0.15+0.06/2) = 0.283 Lf = effective width = 1.33 C = 2•L l Lf+2•L = 2• 0.283 / 1.33 + 2 • L = 0.2983 m = 0.192 • (F, / 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 Fa=B,•Fl(rlt)m= 1.43.55/(2.5)'"=68 F,o_ aP = C • F + (1 - C) • F,. = 0.298. 68 + (1 - 0.298) • 55 = 59 F„_,0„0„,bo„_,0„0„,yo-topop = F •Ycg l(A -Y) = 59.1.75/(3.75-1.75) = 51 cg 0.53 3.75 x 2.75 - 0.060 Top flange width C = Bottom width B = Web depth A = Beam thickness t = Radius r = Fy = Fu = Yl = 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 INC MATERIAL HANDLING ENGINEERING GST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 12 tkasparian 12/7/2016 20161104 4 BEAM ANALYSIS TYPICAL Check Allowable Tension Stress for Bottom Flange L4 ,4e-nnt = B - (2 • r) - (2 • t) = 2.75 - (2 • 0.15) - (2 • 0.06) = 2.33 Cbana,n = 2 • L, l (L4a=4,-901 + 2 • L,) = 2 • 0.283 / (2.33 + 2 • 0.283) = 0.195 F r = Csom F. + (1 Cbaaom) • F„ 0.195 • 68 + (1 - 0.195) • 55 = 57.51 -botmnr boLc Fya = F ar = 58.83 Determine Allowable Capacity For Beam Pair (Per Section 5.2 of the RMI. PT II) Check Bending Capacity. Mc„,„„ = •M = W•L•E2•Rml8 E2 = LRFD Load Factor = (1.2 • DL + 1.4 • PL + 1.4 • 0.125 • PL) l PL For DL = 2% of PL: E2 = 1.2.0.02+1.4+1.4.0.125 = 1.6 Rm = 1-((2•F•L)l(6•E•I +3 •F•L)) = 1 - ((2 . 300. 108) / (6 . 29500. 1.35 + 3 • 300. 108)) = 0.81 4)•M = 4•F„•Sx = 37.67 in. W = 4•M •8•(#ofBeams) /(L•Rm•Q) = (37.67.8.2)/(108.0.81.1.6) = 4322 lbs/pair Check Deflection Capacity 'Amax = Ass • Rd D.__. = L / 180 Rd = 1-(4•F•L)1(5•F•L+10•E•I) = 1 - (4 • 300. 108) / (5 • 300. 108 + 10 .29500. 1.35) = 0.77 ass = (5• W•L3)l(384•E•Ix) L / 180 = (5 • W • L3 • Rd) / (384 • E • I • (# of Beams)) W = (384•E•I •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 = Yl = Y2 = Y3 = Ycg = Ix = Sx = E= FBeam F = 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 Beam Length L = 108 MATERIAL HANDLING ENGINEERING EST 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 13 tkasparian 12/7/2016 20161104 4 M�_ ,atlr N / 8 Allowable and Actual Bending Moment at Each Level Mauawsia,;r N arrawslatlr • Pl 8 Meismir—MCOM Mall ow.seismic— Ss •Fb Level Ms l, voile M allow.sialiC M seismic M allow.se;smir Result 1 20.898 25,636 6,164 25.636 Pass 2 20.898 25,636 4,673 25,636 Pass 3 20,898 25,636 3.000 25,636 Pass MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 14 tkasparian 12/7/2016 20161104 4 BEAM TO COLUMN ANALYSIS TYPICAL 1. Shear Capacity of Pin Pin Diameter d = 0.438 in. = 55000 psi Ashe„, = d2 • II/4 = 0.151 in.2 I'sbe„, = 0.4 • F • Ashe°. = 0.4 • 55000 psi • 0.151 11-1.2 = 3314 Ibs 2. Bearing Capacity of Pin Column thickness t = 0.086 in. F, = 65000 psi S2 = 2.22 = 2.22 a • F • d • t / S2 = 2.22 • 65000 • .438 • 0.086 / 2.22 = 2448 Ibs 3. Moment Capacity of Bracket Edge Dist. = 1 in. Pin Spacing = 0 in. Tc;p = 0.179 in. scrap = 0.127 in3 M „p„cm, = scup • Fbe„cling = 0.127 in3 • 0.66 • F = 4610.1 in -lbs Moa�C1h, = C • d = 1.667 • P1 • d d = Edge Dist. / 2 = 0.5 in. PClip = M apoc;ry I (1.667 • d) = 4610.1 / (1.667 • 0.5) = 5531 Ibs Minimum Value of P1 Governs F = Min(Pshe„,, >'- Pap) = 2448 Ibs Mco„n_nu„,,, _ (P, • 4.5) + (P, • (2.5 / 4.5) • 2.5) + (P, • (0.5 / 4.5) • 0.5) = 14552 in-Ibs P1 a4` P2 2” 112' MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 15 tkasparian 12/7/2016 20161104 4 BRACE ANALYSIS TYPICAL (Panel 2) Analyzed per RMI. AISI 2007 (LRFD) and the 2015 IBC. Strength Increase from Cold Work of Forming (Section A7.2) m = 0.192(F, / FW) - 0.068 0.192 • (42 / 36) - 0.068 = 0.16 B, = 3.69(F., / F N) - 0.819(F„ti. / F02 - 1.79 3.69•(42/36)-0.819•(42%36)22-1.79 = 1.4 Fv, , = BFI / (R / t)m 1.4 • 36 / (0.09 / 0.06)^0.16 = 47.32 A,„ry,„ = (n / 4)((R + t)2 - R)2) (3.14 / 4) • ((0.09 + 0.06)2 - 0.092 = 0.01 in2 assumed min. 4 corner elements C = 4•A,0,=.lAcross 4.0.01/0.27 = 0.17 = CFv.� + (1 - C)F f<= Fuv 0.17.47.32 + (1 - 0.17) • 36 = 37.87 ksi <= 42 ksi F,o is Min(Fva, Fu) Thus Fvo = 37.87 ksi (Eq A7.2-4) (Eq A7.2-3) (Eq A7.2-2) (Eq A7.2-1) 1.5 x 1.5 - 0.060 SECTION PROPERTIES Depth 1.5 in. Width 1.5 in. 0.06 in. Radius 0.09 in. Area 0.273 in^2 AreaNet 0.273 in^2 Ix 0.108 in^4 Sx 0.144 in^3 Sx net 0.144 in^3 Rx 0.628 in. by 0.075 in^4 Sy 0.083 in^3 Ry 1 0.524 in. J O in^4 Cw 0.035 in^6 Jx 1.471 in. Xo -1.287 in. Kx 1 Lx 55 in. Ky 1 Ly 55 in. Kt 0.8 Fyv 36 ksi Fuv 42 ksi Q 1 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -I Cb 1 Ctf 1 Phib 0.9 Phic 0.85 MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SI4EET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 16 tkasparian 12/7/2016 20161104 4 BRACE ANALYSIS TYPICAL (Panel 2) Analyzed per RMI. AIS1 2007 (LRFD) and the 2015 IBC. Section Subject to Torsional or Flexural -Torsion Buckling (Section C4.1.2) K•L/Rx I •55/0.63 = 87.55 K.•LIR. 1 •55/0.52 = 105.06 KL / R mas = 105.06 �.a =(�.2+r2+x02)1/2 (0.632 + 0.522 + -1.292)1/2 = 1.52 in. a = 1 -(x /ra)2 1 - (-1.29 / 1.52)2 = 0.29 F,1 = 112E / (KL / 3.142 • 29500 / 105.062 = 26.377 ksi F 2 = (1 / 213)((aex + a) -((aex + a,)2 - (4130e>6,))U2) (1 / (2 • 0.29)((37.98 + 10.64) - ((37.98 + 10.64)2 - (4 • 0.29 • 37.98 • 10.64))1/2) = 8.768 ksi where. aer 112E / (KA/ R)2 3.142 • 29500 / 105.062 = 37.983 ksi a, = 1 / Ar 02(GJ + (112ECw) / (K,L,)2) 1 / 0.27 • 1.522(11300 • 0.0003 + (3.142 • 29500 • 0.04) / (0.8 • 55)2) = 10.643 ksi Thus, F = 8.768 ksi P„=Aef•F 2, = (F5 / F,)112 (37.87 / 8.768)1/2 = 2.078 Since X >= 1.5, F = (0.877 / (Xe2)) • F = 7.69 Thus P = 2,101 lbs Pa = Pn • 0, = 1,786 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 1.5 - 0.060 SECTION PROPERTIES Depth 1.5 in. Width 1.5 in. 1 0.06 in. Radius 0.09 in. Area 0.273 in^2 AreaNet 0.273 in^2 Ix 0.108 in^4 Sx 0.144 in^3 Sx net 0.144 in^3 Rx 0.628 in. Iv 0.075 in^4 Sy 0.083 in^3 Ry 0.524 in. J 0 in^4 Cw 0.035 in^6 Jx 1.471 in. Xo -1.287 in. Kx 1 Lx 55 in. Ky 1 Ly 55 in. Kt 0.8 Fvv 36 ksi Fuv 42 ksi Q 1 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 SEIZMiC MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 17 tkasparian 12/7/2016 20161104 4 BRACE ANALYSIS TYPICAL (Panel 2) Analyzed per RMI. AISI 2007 (LRFD) and the 2015 IBC. Lateral -Torsional Buckling Strength [Resistance] (SectionjC3.1.2) Pan = PnnOe 10,347 •0.85 = 8,795 Ibs. Where Pnn = AF 0.27 • 37.87 = 10,347 lbs. M = M = SAF = Sm;nF Fe = CbroA(6era )1/2 / Sf = 58.24 ksi F = C Aaex(j +CS(j2 r02(6e 16ex))1 2) l (Cr,Sf) = 14.93 ksi F = (C9II2Ed11C) l (S1(K,L„)2 = 75.2 ksi F = 14.93 ksi Since, F,<= 0.56F e ,, Fe = Fe = 14.93 ksi reduced F eff = 1 - ((1 - Q) l 2) • (F l F)° • F = 14.9 ksi M = 2,143 in-Ibs M„,, = 1,229 in-Ibs M = M min M x�b = 1,928 in-Ibs M „4b = 1,106 in-Ibs P, = TI2EJx l (K,L)2 = 10375.651bs P = 112EI l (K)L,,)2 = 7209.05 lbs Max Pa = 2,101 Ibs Vrranr = 611.81251bs LDlag = ((L - 6)2 + (D - 2B)2)"2 = 55.32 in. I D1ag = (V7•�ns • LD;ag) / D = 940.11 lbs. Brace Stress =I o;ag / Pa = 45% (Eq C3.1.2.1-1) (Eq C3.1.2.1-4) (Eq C3.1.2.1-10) (Eq C3.1.2.1-14) (Eq C3.1.2.1-3) (Eq C5.2.2-6) (Eq C5.2.2-7) 1.5 x 1.5 - 0.060 SECTION PROPERTIES Depth 1.5 in. Width 1.5 in. t 0.06 in. Radius 0.09 in. Area 0.273 in^2 AreaNet 0.273 in^2 Ix 0.108 in^4 Sx 0.144 in^3 Sx net 0.144 in^3 Rx 0.628 in. Iv 0.075 in^4 Sv 0.083 in^3 Ry 0.524 in. J 0 in^4 Cw 0.035 in^6 Ix 1.471 in. Xo -1.287 in. Kx 1 Lx 55 in. Ky 1 Ly 55 in. Kt 0.8 Fyv 36 ksi Fuv 42 ksi Q 1 G 11300 ksi E 29500 ksi Cmx 0.85 Cs -1 Cb 1 Ctf 1 Phib 0.9 Phic 0.85 SEIZMIC MATERIAL HANDLING ENGINEERING EST. 19B5 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 18 tkasparian 12/7/2016 20161104 4 POST -INSTALLED ANCHOR ANALYSIS PER ACI 318-11 APPENDIX D Assumed cracked concrete application Anchor Type ICC Report Number Slab Thickness (ha) Min. Slab Thickness (hn,r) Concrete Strength (f ) Diameter (c:/,) Nominal Embedment (hnom) Effective Embedment (her) Number of Anchors (n) e'N e'V From ICC ESR Report A se {a ✓ uta S. mm C. mm Cac N p. ar Tension Capacity = 3094 lbs Shear Capacity = 3571 lbs Configuration 1 TYPICAL 1/2" dia. 3.25" hef, 6" min. slab ESR -1917 =lin. Cal = 12 = 6 in. Cat = 12 = 3500 in. = 0.5 in. = 3.5 in. = 3.25 in. =2 =0 =0 = 0.101 sq.in. = 106000 psi = 2.375 in. = 2.375 in. = 7.5 in. = 4915 in. 0.75 0.75 S = 6 in. S2 = 0 in. 1.5 • her useCal.adj useCa2 ad/ = 4.875 in. = 4.875 in. = 4.875 in. 3 • hef = 9.75 in. useSJ ad/ = 6 in. useSz.ad� = 0 in. Adj. Strength 2321 lbs 2678 lbs tI- .1. .1. 1.5Cai St 1.5Cai ASD Value 1.4 1658 lbs 1913 lbs c SEIZMIC �' MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 19 tkasparian 12/7/2016 20161104 4 ANCHOR ANALYSIS - TENSION STRENGTH Configuration 1 TYPICAL Steel Strength = 0.75 1 N.� = 4)nA1,. = 0.75 • 2 • 0.101 • 106000 = 16,059 lbs Concrete Breakout Strength 4)N„, = 0.65 AN„ = (Coi.odJ + S,aa, + 1.5het) • (Ca2od; + S2ad, + 1.5hef) = 153.563 sq.in. AN„ = 9hef = 95.063 sq.in. tC�heck if AN�o > AN, AN,, / ANS, = 1.615 l ecN = 1 �ed.N = 1 `1'c N = 1 kc = 17 = 1 Nb = 10,,(f)°.5(h f)15 = 5,893 lbs `Pep N = 1 ON bg = (PON, / ANe)(T ecN)(Yed.N)(Pc,N)(T cpN)(N) 0.65 • (153.563 / 95.063) • 1 • 1 • 1 • 1 • 5893 = 6,188 lbs Pullout Strength 411V,„, = 0.65 `P = 1 cp (1)Np,, = cr'cpAper(f, / 2500)° 5 = 7,560 lbs Steel Strength (4)N) = 16,059 lbs Embedment Strength - Concrete Breakout Strength (4)N 5Q) = 6,188 lbs Embedment Strength - Pullout Strength (4)I\) = 7,560 lbs D.5.1 D.4.3. a) i) D.2 D.5.2 D.4.3 c) ii) Condition B Category 1 D.5.2.4 D.5.2.5 D.5.2.6 D.5.2.2 D.6 D.5.2.7 D.5.2.1 D.5.3 D.5.2 D.5.3.6 D.5.3.1 SEIZMIC'. MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 20 tkasparian 12/7/2016 20161104 4 ANCHOR ANALYSIS - SHEAR STRENGTH Configuration 1 TYPICAL Steel Strength 4)V Vn = 5495 / Anchor -- per report lb=0.65 01/„ = On • 1;„ = 0.65 • 2 • 5495 = 7,144 Ibs Concrete Breakout Strength 4 Vehg 4) = 0.7 Alac = (1.5C„1+S,qd,+1.5Cp,)h„ = 294 sq.in. AVco = 3CQ,h, = 252 sq.in. Check ifAvco > AY'c AVc / AVco = 1.167 9"ec.V = 1 'Pay = 0.9 = 1 Thy = 1.604 = 0.5 in. I = 0.5 in. = 1 The smaller of 7(1,1 d)02(d)°52(j)0511-5 and a 1)o.5eo 1.5 �1�bg = $(AVc V 1 / A Vco)(11„,)(Ted.V)(" c,Y)(111h'V)(1 6) 0.7 • (294 / 252) • 1 • 0.9 • 1 • 1.604 • 13,983 = 16,480 Ibs Pryout Strength 4)Vpg = 0.7 K = 2 ep Nbg = 9,520 Ibs 4V pg = 4)K pN ebg = 0.7 • 2 • 9520 = 13,328 Ibs Steel Strength (41 sq) = 7,144 Ibs Embedment Strength - Concrete Breakout Strength (0 1 Vbg) = Embedment Strength - Pryout Strength (0Vepg) = 13,328 Ibs 13,983 Ibs 16,480 Ibs D.6.1 D.4.3. a) ii) D.28 D.6.2 D.4.3 c) i) Condition B D.6.2.5 D.6.2.6 D.6.2.7 D.6.2.8 D.6.2.2 D.3.6 D.33, D.34 D.5.2.1 D.6.3 D.4.3 c) i) Condition B D.5.3.6 D.5.3.1 D.6.3.1 SEIZMIC•' INC MATERIAL HANDLING ENGINEERING EST, 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 21 tkasparian 12/7/2016 20161104 4 OVERTURNING ANALYSIS TYPICAL ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2209 & 1613 OF THE 2015 IBC FULLY LOADED Total Shear = 753 Ibs Mw., = 1/7.,0n, • Ht = 753 • 182 = 136795 in-Ibs Ms = E(W,1 + Wdi)•d/2 = (9000 + 300) • 42 / 2 = 195300 in-Ibs P„P,;l = 1 (Mow - M) / d = (136,795 - 195,300) / 42 = -1,392 Ibs (P,P1 f <= 0) = no uplift PMS, n = 1 • (M + M,) / d = (136,795 + 195,300) / 42 = 7907 Ibs TOP SHELF LOADED Shear = 392 Ibs Mow = 1;o, • Ht = 392 • (195 + ((65 - 10) / 2)) = 87024 in -lbs M, = F(WWi + Wal) -d/2 = (3000 + 300) • 42 / 2 = 69300 in-Ibs Pur,;n = 1 • (Mow - M) / d = (87,024 - 69,300) / 42 = 422 Ibs ANCHORS No. of Anchors : 2 Pull Out Capacity : 1658 Ibs Shear Capacity : 1913 lbs COMBINED STRESS Fully Loaded Top Shelf Loaded Seismic UpLift Critical (LC#3) P uplift CROSS AISLE ELEVATION = ((0 / 2) / 1658) + ((753 / 4)) / 1913) = 0.1 = ((422 / 2) / 1658) + ((392 / 4)) / 1913) = 0.18 = (((1593 / 2) / 1658) + ((753 / 4)) / 1913)) / 1.2 = 0.48 MATERIAL HANDLING ENGINEERING EST. 1985 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 22 tkasparian 12/7/2016 20161104 4 BASE PLATE ANALYSIS TYPICAL The base plate will be analyzed with the rectangular stress resulting from the vertical load P. combined with the triangular stresses resulting from the moment Mb (if any). Three criteria are using in determining Mb: 1. Moment capacity of the base plate 2. Moment capacity of the anchor bolts 3. Vcol * h/2 (full fixity) Mb is the smallest value obtained from these three criteria. F, = 36000 psi Poo/ = 4650 lbs MHps, = 5833 in -lbs P/A = Pcor / (D • B) = 4650 lbs / (8 • 5) = 116.25 psi fb = M„psi/(D•B2/6) = 5833/(5.82/6) = 109.37 psi fb2=fb•(2•b1/B) = 109.37•(2.2.5/8) = 68.36 psi fb] = fb-fb2 = 109.37 - 68.36 psi = 41.01 psi Mb = wb,2/2 = (b,2/2)•(f,+4,+0.67.12) = (2.52 / 2) • (116.25 + 41.01 + 0.67 • 68.36) = 633.85 in -lbs S»�s� = (B • t2)16 = 0.19 sq.in. F11 = 0.75 • F1 = 27000 psi f / Fb = Mb l (SBa„ • FB„) = 633.85 / (0.19 • 27000) = 0.13 l b1 1 b b1-6` 13 Plate width B Plate depth D Plate thickness t Column width b bl 8 in. 5 in. 0.375 in. 3 in. 2.5 in. -tb2 MATERIAL HANDLING ENGINEERING EST. 19B5 TEL:(909)869-0989 1130 E. CYPRESS ST. COVINA. CA 91724 PROJECT: FOR: SHEET#: CALCULATED BY: DATE: PROJECT#: Reliant Group INC Raymond Handling_Willi 23 tkasparian 12/7/2016 20161104 4 SLAB AND SOIL ANALYSIS TYPICAL The slab will be checked for puncture stress. If no puncture occurs, it will be assumed to distribute the load over a larger area of soil and will act as a footing. Psa = 4650 Ibs P = 3257 Ibs Ma, = 136795 in-Ibs Pma = (1.2 + 0.2 • Sds) • DL + (0.85 + 0.2 • Sd,.) • PL + 1.0 • EL = 10,309 Ibs Puncture x = 4/3 + 8/(3 • (3) = 3 p no = Min(x. 2.66) • X • (fc)v2 = 157.37 psi Ap,na = ((B + t) + (W + t)) • 2t = 378 sq.in. f, l F, = Pma, l (0 • Apmmet• pnnci) = 0.29 Slab Tension Aso, = (P max • 144) / 1.33 -40, = 1116 sq.in. L = (Aso;)1"2 = 33.41 in. B' = (B•W)1n+t = 13.32 in. b = (L-B')l2 = 10.04 in. M,0„, = (wb2) / 2 = (1.33 •fad • b2) / (144 • 2) = 465.68 in-Ibs S ant = t2 / 6 = 8.17 sq.in. = 5 • 41(fc)112 = 177.48 psi cant fb l Fb = M ono / (Scone . F nc) = 0.32 P 74-b — B L Base Plate Width B Depth W Frame 8 in. 5 in. Frame depth d 42 in. Concrete Thickness t fc Soil 7 in. 3500 psi 0.6 1 fsoil 1000 psf January 04, 2017 City of Tukwila Department of Community Development WILL CHAE 3500 W VALLEY HWY N - SUITE B101 AUBURN, WA 98001 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D16-0342 RELIANT GROUP INC - 18370 OLYMPIC AVE S Dear WILL CHAE, 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. • The fire sprinkler requirements stated in the technical report by Fire Sprinklers Inc.. dated December 5, 2016 must be complied with and approved by the Tukwila Fire Marshal's Office before this rack installation permit can be approved. Obtain a fire sprinkler permit from the Tukwila Fire Marshal's Office to make the necessary sprinkler system modifications. 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. If you have any questions, I can be reached at (206)433-7165. Sincerely, ac Permit Techniciltn File No. D16-0342 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 r'ERMIT COON) COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0342 PROJECT NAME: RELIANT GROUP SITE ADDRESS: 18370 OLYMPIC AVE S Original Plan Submittal X Response to Correction Letter # 1 DATE: 01/12/17 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division ❑ Public Works ❑ Fire Prevention rj Planning Division Structural ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 01/17/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 02/14/17 Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0342 DATE: 12/15/16 PROJECT NAME: RELIANT GROUP INC SITE ADDRESS: 18370 OLYMPIC AVE S X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: oRV) hit Building Division Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator n PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 12/20/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 01/17/17 ❑ Approved with Conditions n Corrections Required Denied n (corrections entered in Reviews) (ie: Zoning Issues) Notation: r,t)A.e s or 1-- 1 0 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 114. �, Departments issued corrections: Bldg 0 Fire e Ping 0 PW 0 Staff Initials: N/t%�,. 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: 11121 k Plan Check/Permit Number: D16-0342 ❑ Response to Incomplete Letter # 1531 _...-Response to Correction Letter# .--1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: RELIANT GROUP Project Address: 18370 OLYMPIC AVE S BLDG Contact Person: 1ni a k Summary of Revision: Phone Number: 47A --)14b "a 13 No e Y- pia 5}i c..S v6,\1 1,41 53w,01 f t iir r► vl`4 id( 4;i -ow t5, +pi >,r -A b&,[,,taA" Lc..e (Ape?, (— �w►j.vw,�f i F►PS his 1 c f 4l S,�dr . CITY CW TUKWILA JAN 12 2017 PERMIT CENTER Sheet Number(s): . "Cloud" or highlight all areas of revision including date of revision c - Received at the City of Tukwila Permit Center by: Entered in TRAKiT on 1)-- t7 C:\Users\Rachelle-RlDesktoplltevision Submittal Funn - DI6-0305.doc .Revived: August 2015 RAYMOND HANDLING CONCEPTS CORP Home Iispaiiol Contact Safety & Health Claims & Insurance Washington State Department of J Labor & Industries Search L&I Page 1 of 2 SEARCH A -Z Index Help My L&1 Workplace Rights Trades & Licensing RAYMOND HANDLING CONCEPTS CORP Owner or tradesperson Principals RAYMOND, STEPHEN KOEL, STEVE STERNBERG, PAUL GABORRO, ALEX Doing business as RAYMOND HANDLING CONCEPTS CORP WA UBI No. 601 785 727 41400 BOYCE ROAD FREMONT, CA 94538 253-333-2100 Business type Corporation Governing persons ALEX GABORRO CATHY HAWKES; MARK DE BOER; STEPHEN RAYMOND; STEVE KOEL; 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 05/02/1997-10/05/2017 Bond FEDERATED MUTUAL INS CO Bond account no. 1090263 $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 Policy no. 9045549 Received by L&I Effective date 08/18/2016 10/01/2015 Expiration date 10101/2017 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601785727&LIC=RAYMOHC034KB&SAW= 1/24/2017 RAYMOND HANDLING CONCEPTS CORP 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 932,721-00 Account is current. Doing business as RAYMOND HANDLING CONCEPTS CORP Estimated workers reported Quarter 3 of Year 2016 "51 to 75 Workers" L&I account representative T5 / LINDSEY WHITE (360)902-5129 - Email: WHLI235©Ini.wa.gov Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. 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=6017$5727&LIC=RAYMOHC034KB&SAW= 1/24/2017 APPLICABLE CODES 2015 International Building Code 2015 International Fire Code SCOPE OF WORK PROVIDE AND INSTALL STORAGE RACKS OCCUPANCY CLASSIFICATION S-1 WAREHOUSE STORAGE AREA PHOTO: SCOPE OF WORK DRAWING INDEX: RELIANT GROUP INC. 18370 OLYMPIC AVENUE SOUTH TUKWILA, WA 98188 COMMODITIES TO BE STORED: VICINITY MAP COVER SHEET RH1.0 BUILDING RACK PLAN RH2.0 EGRESS PLAN RH3.0 PALLET RACK AREA CLASS 1,11,111 COMMODITIES NOTE: ANY CHANGES TO THE FIRE SPRINKLER SYSTEM REQUIRES A SEPARATE SUBMITTAL, PERMIT, PLAN REVIEW, INSPECTIONS AND FEES. 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 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 ALL STORAGE RACKS WILL HAVE SIGNS STATING WEIGHT LOAD LIMITS. ito V l`deJ te,s 1-11A5 (jd. r r (.0 F APN 042013-4016, 042013-4700, 0420134706 042013-4707, 042013-4004, 042013-4705 TYPE OF CONSTRUCTION III -B FIRE SPRINKLERED YES (SEE BELOW) NUMBER OF STORIES ONE BUILDING SQUARE FOOTAGE 34,200 SF WAREHOUSE 32,000 SF PROJECT SQUARE FOOTAGE 32,000 SF Cock Ear -Frame 2-OiS /6c FIRE SPRINKLER SYSTEM DATA SPRINKLER SYSTEM INFORMATION PROVIDED REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. SEPARATE PERMIT l .Q1.UiRED FOR: riAlechanical L6lectrical iumbing i 3]3as Piping Oily of Tukwila Btnll._WiNG DIVISION IN SUPPLIED YY Permit No. Flan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By: -2�— Date: (.(20* 1 City of Tukwila BUILDING DIVI5IUN REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 3 2011 'VAS Cid of Tukwila BUILDWG RECEIVED CITY OF TUKWILA DEC 16 2016 PERMIT CENTER bUO3'-I2 2 0 0 CL0 LLI2 CD "IT'S NOT JUST BUSINESS, IT'S PERSONAL" FOR ASSISTANCE CALL: 800.675.2500 z 0 0 DESCRIPTION: INITIAL RELEASE 0 z 00 00 ni RAYMOND HANDLING CONCEPTS CORP. AUBURN OFFICE: 3500 W VALLEY HWY N AUBURN, WA 98001 The Information on this drawing is prepared with the Intent of corinnunicating a concept and design mal is theIntellectual ta Concepts Cora. R is not Intended for other organizations as a means of quoting designing / and or engineering alterrmmnes. PROJECT #: PROJ. DESC: PALLET POS. RACK NA SQ.FT. )RAWN BY: DATE: SCALE: NA D. NORRIS 12/14/16 NTS SHEET OF: 1/3 REVISION: SHEET NO. RH1.0 PROVIDE AND INSTALL STORAGE RACKS OCCUPANCY CLASSIFICATION S-1 WAREHOUSE STORAGE AREA PHOTO: SCOPE OF WORK DRAWING INDEX: RELIANT GROUP INC. 18370 OLYMPIC AVENUE SOUTH TUKWILA, WA 98188 COMMODITIES TO BE STORED: VICINITY MAP COVER SHEET RH1.0 BUILDING RACK PLAN RH2.0 EGRESS PLAN RH3.0 PALLET RACK AREA CLASS 1,11,111 COMMODITIES NOTE: ANY CHANGES TO THE FIRE SPRINKLER SYSTEM REQUIRES A SEPARATE SUBMITTAL, PERMIT, PLAN REVIEW, INSPECTIONS AND FEES. 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 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 ALL STORAGE RACKS WILL HAVE SIGNS STATING WEIGHT LOAD LIMITS. ito V l`deJ te,s 1-11A5 (jd. r r (.0 F APN 042013-4016, 042013-4700, 0420134706 042013-4707, 042013-4004, 042013-4705 TYPE OF CONSTRUCTION III -B FIRE SPRINKLERED YES (SEE BELOW) NUMBER OF STORIES ONE BUILDING SQUARE FOOTAGE 34,200 SF WAREHOUSE 32,000 SF PROJECT SQUARE FOOTAGE 32,000 SF Cock Ear -Frame 2-OiS /6c FIRE SPRINKLER SYSTEM DATA SPRINKLER SYSTEM INFORMATION PROVIDED REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. SEPARATE PERMIT l .Q1.UiRED FOR: riAlechanical L6lectrical iumbing i 3]3as Piping Oily of Tukwila Btnll._WiNG DIVISION IN SUPPLIED YY Permit No. Flan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By: -2�— Date: (.(20* 1 City of Tukwila BUILDING DIVI5IUN REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 3 2011 'VAS Cid of Tukwila BUILDWG RECEIVED CITY OF TUKWILA DEC 16 2016 PERMIT CENTER bUO3'-I2 2 0 0 CL0 LLI2 CD "IT'S NOT JUST BUSINESS, IT'S PERSONAL" FOR ASSISTANCE CALL: 800.675.2500 z 0 0 DESCRIPTION: INITIAL RELEASE 0 z 00 00 ni RAYMOND HANDLING CONCEPTS CORP. AUBURN OFFICE: 3500 W VALLEY HWY N AUBURN, WA 98001 The Information on this drawing is prepared with the Intent of corinnunicating a concept and design mal is theIntellectual ta Concepts Cora. R is not Intended for other organizations as a means of quoting designing / and or engineering alterrmmnes. PROJECT #: PROJ. DESC: PALLET POS. RACK NA SQ.FT. )RAWN BY: DATE: SCALE: NA D. NORRIS 12/14/16 NTS SHEET OF: 1/3 REVISION: SHEET NO. RH1.0 T T 0 2 0 0 • I EP. X -FMR 1r`V [C 0 RM-NAME RM -NAME RpM--RM-NAME9. A 13 8 0 r iI 0 t 1 ( 8— [263-113 1/2"] SCALE: 1/8" = 1'-0" A ( i ( EXIT 1 r EXIT Li REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 3 2017 City ofTukwila DlVIS N RECEIVED CITY OF T1UKWILA. DEC 16 2016 PERMIT CENTER N(p' 03LJ2 Z cc cc CL 2 0 CD "IT'S NOT JUST BUSINESS, IT'S PERSONAL" FOR ASSISTANCE CALL: 800.675.2500 O U 0 IAL RELEASE O Z Tukwila, WA 98188 .c O a) c a) U .Q E A 0 0 M 00 RAYMOND HANDLING CONCEPTS CORP. AUBURN OFFICE 3500WVALLEY HWYN AUBURN, WA 98001 The it,n ,antisara.moIspep■editiithe feat of cantaaiadg a concept art design that is the Intellectual property ofRaymond Hendri9 Concepts Corporation! is not iaeniedtorahs otgatilzalions as a means ofquoting. dieseling lad or ergine** ale Carnet, PROJECT PROJ. DESC: RACK PALLET POS. NA SQ.FT. NA DRAWN BY: D. NORRIS DATE: 12/14/16 SCALE: NTS SHEET OF: 2/ 3 REVISION: SHEET NO. RH2.0 60" ,,_ wn .' S i 196"[16'196" [16 -4"] -4"] ' 14"------ T 0 2 0 0 • I EP. X -FMR 1r`V [C 0 RM-NAME RM -NAME RpM--RM-NAME9. A 13 8 0 r iI 0 t 1 ( 8— [263-113 1/2"] SCALE: 1/8" = 1'-0" A ( i ( EXIT 1 r EXIT Li REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 3 2017 City ofTukwila DlVIS N RECEIVED CITY OF T1UKWILA. DEC 16 2016 PERMIT CENTER N(p' 03LJ2 Z cc cc CL 2 0 CD "IT'S NOT JUST BUSINESS, IT'S PERSONAL" FOR ASSISTANCE CALL: 800.675.2500 O U 0 IAL RELEASE O Z Tukwila, WA 98188 .c O a) c a) U .Q E A 0 0 M 00 RAYMOND HANDLING CONCEPTS CORP. AUBURN OFFICE 3500WVALLEY HWYN AUBURN, WA 98001 The it,n ,antisara.moIspep■editiithe feat of cantaaiadg a concept art design that is the Intellectual property ofRaymond Hendri9 Concepts Corporation! is not iaeniedtorahs otgatilzalions as a means ofquoting. dieseling lad or ergine** ale Carnet, PROJECT PROJ. DESC: RACK PALLET POS. NA SQ.FT. NA DRAWN BY: D. NORRIS DATE: 12/14/16 SCALE: NTS SHEET OF: 2/ 3 REVISION: SHEET NO. RH2.0 EGRESS PLAN If 1 1 . s EGRESS PATH —. — -4 -4 1 0 0 --1110 t • • 0 fEP. l y 196' [1s-41 EGRESS ATH 4----------4 • EGRESS PATH Eau EXIT lEI 1 EGRESS PATH 111 33 [2"-14Y2•0 7/21 Lia 111 • Goy SCALE: 1/16" = 1'-0" Selective Pallet Racking Elevations • EGRESS PATH i 60" FRONT VIEW SIDE VIEW SIDE VIEW SIDE VIEW SCALE: 1/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JAN 232017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 16 2016 PERMIT CENTER bUr 03MZ co z 0 DESCRIPTION: INITIAL RELEASE "IT'S NOT JUST BUSINESS, IT'S PERSONAL" FOR ASSISTANCE CALL; 800.675.2500 0 z Tukwila, WA 98188 0 0 Q. E 0 0 ti M 00 RAYMOND HANDLING CONCEPTS CORP. AUBURN OFFICE 3500 W VALLEY HWY N AUBURN, WA 98001 The hrarmatian mites drawing is pepemdrIn e Mont nt ofoanmicarm a concept and desipnfratis the intelleettod property of Raymond Hang Concepts Cogpor'a6a. ie is not bladed Coro herr arpanvatiors as a means of googly. designing / and ce engineering abenneves. PROJECT*: PROJ. DESC: RACK PALLET POS. NA SQ.FT. NA DRAWN BY: D. NORRIS DATE 12/14/16 SCALE: NTS SHEET OF: 3 / 3 REVISION: SHEET NO. RH3.0 >;. 0 fEP. l y 196' [1s-41 EGRESS ATH 4----------4 • EGRESS PATH Eau EXIT lEI 1 EGRESS PATH 111 33 [2"-14Y2•0 7/21 Lia 111 • Goy SCALE: 1/16" = 1'-0" Selective Pallet Racking Elevations • EGRESS PATH i 60" FRONT VIEW SIDE VIEW SIDE VIEW SIDE VIEW SCALE: 1/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JAN 232017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 16 2016 PERMIT CENTER bUr 03MZ co z 0 DESCRIPTION: INITIAL RELEASE "IT'S NOT JUST BUSINESS, IT'S PERSONAL" FOR ASSISTANCE CALL; 800.675.2500 0 z Tukwila, WA 98188 0 0 Q. E 0 0 ti M 00 RAYMOND HANDLING CONCEPTS CORP. AUBURN OFFICE 3500 W VALLEY HWY N AUBURN, WA 98001 The hrarmatian mites drawing is pepemdrIn e Mont nt ofoanmicarm a concept and desipnfratis the intelleettod property of Raymond Hang Concepts Cogpor'a6a. ie is not bladed Coro herr arpanvatiors as a means of googly. designing / and ce engineering abenneves. PROJECT*: PROJ. DESC: RACK PALLET POS. NA SQ.FT. NA DRAWN BY: D. NORRIS DATE 12/14/16 SCALE: NTS SHEET OF: 3 / 3 REVISION: SHEET NO. RH3.0 1524 45th Street East; Suite 102 Sumner, «`A 98390 (253) 826-0099 www.firesprinlilersinc.com DESIGNER:. M. Rapozo DATE- 12!05116 --- _ SCALE:. As Noted REVISIONS: k2EV # QA1 E: BY 12' HIGH CHAIN LINKED FENCE WI " NETTING FROM TOP OF FEM1bE TO BOTTOM OF DECK annalatusiolaca000000000000000 000 00000000 Eaitiilas000000000000 ®® 0® 0 00000 0000pa81D0®®0 DEMI 11 lAIOR Kg OF ICE 153 I 152 mu CONTRACT WITH. Raymond 3500 W Valley Hwy N, Suite 101 Aubum, WA 98001 PM: Will Chae 425.240.4313 HANGER LEGEND: CP CPA', D TOP BEAMCLAMP VIII .;1 k\AFS - 11 �H{LTIiWIl HUS -E.;!— — - --- — SL AMMYBUF'ER SCRE4` 'ST20/ 0} SD S AMY SIDEWINDER 5161 T T AFEZ DRAWING SYMBOLS: - WELDED PIPE TAG FIRE SP , IDLER PLAN FOR CALCULATION REFERENCE ONLY SCALE: 1/8" 1'-0" - PIPE SIZE • & LENGTH CUT SEISMIC BRACE * 10'-10' FF q - ELEVATION DATUM * 0'-10' TS( -CENTERLINE OF PIPE TO DECK JOB NUMBER: SHEET NUMBER: FPS of FPI DESCRIPTION I 44) Tel.(909)869-0989 DRAWN BY: P.O./T.K. © >- m REV. DATE: TYPE: HMH SCALE: .. APRVD rsa 1 \ // ,.-%', .� NOTES: 1. DESIGNED PER SECTION 2209 OF Fa = 1.0 & Ss = 1.42 2.' 3.4P1' 4_ 5' 6.I ANCHORAGE OF STORAGE RACKS HEIGHT IN STRUCTURES ASSIGNED CATEGORY "D°, "E" OR "F". (SECTION 7. CONCRETE. 7 THICK x 3,500 PSI. 8. SOIL BEARING PRESSURE: 1,000 1(p,..., THE 2015 IBC. 8 FEET OR GREATER IN TO SEISMIC DESIGN 1705.11.7) PSF. REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 3 2017 1 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 16 2016 PERMIT CENTER 031.1. k «« 3/16" \ TYP' - �; � 0 13 GA © 1/2 0 ANCHOR I 4ow, 3 6 I 1 4 0 _ � 65/8" SLAB ON GRADE „u mg 1 ' 111 ��,1,, ". • 16 GA I1 1/2..�l'Ar 1 I\ AP 3",I., ROX. 0 � '.a' .: da . . : .'3 a 1 A 5/8' t1 EMB MIN.d. NT. I :- -/ 1/11,- 11,�, � G u 4 I �\ . TYP. 3/16" 1 "� 3/8" THK. c v ♦� i I��It=11'=11^111111=RII-1t=���- "II .11=11-11.=11=IL=IIAIM111174117/II 4D 3" AP' RIX. \ �\ii \•.„.!!SOIL 0 2 ANCHORS REQ'D PER BASE PLATE I \11 Ilikble 2 BASE PLATE 0 I 0 V-A TYPICAL BRACE TO COLUMN CONNECTION.1) COLUMN 13 ) ANCHOR i4 ) HORIZONTAL & DIAGONAL BRACE Q GENERAL CONFIGURATION - TYP. 03/16"r ,,j t1 11/16"/ 1 3/4"—t-1 ' / . 2" P. Imo\ \I 1 1 /8.. . u 16 GA. 3 /4" . 0 0 O 4 �� u m w I 1 � 3/16" 03 0 7 GA.,1LI- ® 00 TYP. 3/16" V ® r CONNECTOR c/ -B TYPICAL BEAM TO COLUMN CONNECTION �5, BEAM C r r1 TYPICAL TUNNEL 108" i 108" 2" & 60" i 48" 6" 65" 48" 240" 6 " 240" 240" 48" 1E1" 48 �- -� 6 „ 36" 6" FRONT VIEW FRONT VIEW SIDE VIEW ,__, STORAGE RACK ELEVATIONS DESCRIPTION I SEIZMIC -i EST. 1985 --� SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. Covina, California 91724 Tel.(909)869-0989 DRAWN BY: P.O./T.K. DATE: 12/07/16 >- m REV. DATE: TYPE: HMH SCALE: .. APRVD rsa DATE k «« EXPIRES 04-12-2018 DESCRIPTION: STORAG E RACK DETAILS DRAWING NUMBER: 16-2288-A SEIZMIC -i EST. 1985 --� SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. Covina, California 91724 Tel.(909)869-0989 DRAWN BY: P.O./T.K. DATE: 12/07/16 LAST REV. BY: REV. DATE: TYPE: HMH SCALE: .. APRVD rsa EXPIRES 04-12-2018 DESCRIPTION: STORAG E RACK DETAILS DRAWING NUMBER: 16-2288-A 228' 50' 145 TRAVEL DISTANCE RM -NAME RM -NAME RM -NAME -N0. 10' or 12' high chain linked fence with netting from top --o, fence to ceiling. .141/RM-NAM RM -I A RM NAFV E 'N NAb E RM- M RM - CZ) RM N'ME RM -NAME •RM -NAME T -N0. REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 3 2017 :ICity ofTukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 16 2016 PERMIT CENTER bUt' - 0342_ ADDRESS: EXPIRES 04-12-2018 DESCRIPTION: LAYOUT DRAWING NUMBER: 16-2288-B SEIZMIC EST. 1985 SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. Covina, California 91724 Tel.(909)869-0989 DRAWN BY: P.O./T.K. DATE: 12/07/16 LAST REV. BY: REV. DATE: TYPE: SCALE: r ". APRV'D S .'' N EXPIRES 04-12-2018 DESCRIPTION: LAYOUT DRAWING NUMBER: 16-2288-B