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HomeMy WebLinkAboutPermit D15-0313 - EURO PRODUCTS - STORAGE RACKSEURO PRODUCTS 14570 INTERURBAN AVE S D15-0313 City of Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Rov DEVELOPMENT PERMIT Parcel No: 3365901630 Permit Number: D15-0313 Address: 14570 INTERURBAN AVE S Issue Date: 1/27/2016 Permit Expires On: 7/25/2016 Project Name: EURO PRODUCTS Owner: Name: SANFT LOUIE Address: 6120 52ND AVE S , SEATTLE, WA, 98118 Contact Person: Name: DAVID NORRIS Address: 3500 W VALLEY HWY, AUBURN, WA, 98001 Contractor: Name: RAYMOND HANDLING CONCEPTS CORP Address: 4140 BOYCE RD , FREMONT, CA, 94538 License No: RAYMOHCO34KB Lender: Name: RAYMOND HANDLING CONCEPTS Address: 4140 BOYCE RD , FREMONT, CA, 94538 Phone: (206) 465-6708 Phone: (253) 333-2109 Expiration Date: 10/5/2017 DESCRIPTION OF WORK: HIGH PILE STORAGE (PALLET RACKS) FOR EXISTING INVENTORY Project Valuation: $14,000.00 Fees Collected: $624.50 Type of Fire Protection: Sprinklers: YES Fire Alarm: NO Type of Construction: IB Occupancy per IBC: S-2 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-46B: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No LDJPermit Center Authorized Signature: Date: 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. Signatu Print M Date: 1 27 /16 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: 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. 6: 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. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: 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. 13: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 11: 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) 12: 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) 14: Maintain fire extinguisher coverage throughout. 17: 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) 16: 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) 18: 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) 19: 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 at 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) 20: 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) 21: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 15: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 22: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 23: 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" CITY OF TUKWILA Community Development Department • Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov SITE LOCATION 1 Site Address: I Building Permit No. Project No. Date Application Accepted: � Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. "Please Print" Interurban Ave., Tenant Name: Euro Products PROPERTY OWNER Name: Euro Products Address: 1557 NW Ballard Way City: Seattle State: WA Zip: 98107 CONTACT PERSON — person receiving all project communication Name: David Norris Address: 3500 W. Valley HWY. N. City: Auburn State: WA Zip: 98001 Phone: (206) 465-6208 Fax: Email: dnorris@raymondhandling.com GENERAL CONTRACTOR INFORMATION Company Name: Raymond Handling Concepts Corp. Address: 3500 W. Valley HWY. N. City: Auburn State: WA Zip: 98001 Phone: (206) 465-6208 Fax: Contr Reg No.: RAYMOHCO34KB Exp Date: 12/31 /2017 Tukwila Business License No.: BUS-0993198 King Co Assessor's Tax No.: 3365901630 Suite Number: D-100 Floor: New Tenant: m .....Yes [-]..No ARCHITECT OF RECORD Company Name: N/A Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: Structural Concepts Engineering Engineer Name: Ali Abolhassani Address: 1615 Yeager Ave. City: La Verne State: CA Zip: 91750 Phone: (909) 596-1350 Fax: (909) 596-7186 Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Raymond Handling Concepts Address: 3500 W. Valley HWY. N. City: Auburn State: WA Zip: 98001 HAApplications\Fom Applications On Line\2011 ApplicationsTarnit Application Revised - 8-9-1 I.doca Revised: August 2011 Page 1 of 4 bh BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 14,000 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): High -Pile Storage (Pallet Racks) for existing inventory. Will there be new rack storage? 0..... Yes ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC lst Floor 4,499 0 0 1 S-2 2nd Floor Yd 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? El ....... Yes El ....... No If"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 ....... Sprinklers ❑ ....... Automatic Fire Alarm ❑ .......None ❑ .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ....... Yes V1 .......No If `yes', attach list of materials and storage locations on a separate 8-112"x 11 " paper including quantities and Material Safety Data Sheets. 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. H:V+pplications\Fomu-Applications On Une\2011 ApplicationsTemit Application Revised- 8-9-11.dom Revised: August 2011 Page 2 of 4 bh 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 ❑ ... Water District #125 ❑ .. Highline El.. Renton ❑ ...Water Availability Provided Sewer District ❑...Tukwila ❑...Valley View ❑ . Renton ❑.. Seattle ❑ ...Sewer Use Certificate El... Sewer Availability Provided 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 an ❑ ...Civil Plans (Maximum Paper Size — 22" x 34" ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report []...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) []...Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection _ Irrigation Domestic Water ❑ .. Work in Flood Zone ❑ .. Storm Drainage El.. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut El.. Looped Fire Line 11 ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size.. WO # ❑ ... Water Only Meter Size ............ WO # ❑ ...Sewer Main Extension.............Public ❑ Private ❑ ❑ ...Water Main Extension.............Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Water ❑ ...Sewer Monthly Service Billing to: ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑... Deduct Water Meter Size Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: City State Zip H:Wpplications\Foms-Applicatiots On Une\2011 ApplicationsTe nit Application Revised - 8-9-11.dom Revised: August 2011 Page 3 of 4 bh PERMIT APPLICATION NOTES — ::1 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. BUILDINt Signature: Date: 12/14/2015 Print Name: David M Norris Day Telephone: (206) 465-6208 Mailing Address: 3500 W. Valley HWY. N. Auburn WA 98001 City State Zip H:\Applicatiots\Foms-Applications On Line\2011 ApplicationsTertnit Application Revised - 8-9-1l.dom Revised: August 2011 Page 4 of 4 bh Date Paid: Friday, August 26, 2016 Paid By: DAVID NORRIS Pay Method: CREDIT CARD 771790 Printed: Friday, August 26, 2016 10:11 AM 1 of 1 SYSTEMS Date Paid: Wednesday, January 27, 2016 Paid By: RAYMOND HANDLING CONCEPTS CORP Pay Method: CHECK 232869 Printed: Wednesday, January 27, 2016 1:35 PM 1 of 1 IZWSY57EM5 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $286.30 D15-0313 Address: 14570 INTERURBAN AVE S Apn: 3365901630 $286.30 DEVELOPMENT $268.06 PERMIT FEE R000.322.100.00.00 0.00 $26.50 PLAN CHECK FEE R000.345.830.00.00 0.00 $237.06 WASHINGTON STATE SURCHARGE 13640.237.114 0.00 $4.50 TECHNOLOGY FEE $18.24 TECHNOLOGY FEE TOTALR6977 R000.322.900.04.00 0.00 $18.24 $286.30 Date Paid: Wednesday, December 23, 2015 Paid By: RAYMOND Pay Method: CHECK 237304 Printed: Wednesday, December 23, 2015 2:47 PM 1 of 1 (rf, SYSTEMS INSPECTION RECORD - . --� I \l'?, INSPECTION N0. PERMIT N Retain��5 �Q a copy with permit �O 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 - Project: w"C r�T1 Typ of Inspection: bmej%6icl Z46gnW6 Address: n Als-go&u7mmW Date Called: Special Instructions: Date Want d: // 'i jG? p.m. I-R-eq—uest-J- Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspecto . Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit S I 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 Project: [{�� Tynof Inspection: j Lf I'I WAL Address: ,qY7© W Date Called: Special Instructions: Q Date Want a m. %J p.m. Requeste"� Phone No: Approved per applicable codes. L_.! Corrections required prior to approval. ILLNCOMMENTS: AAi— Inspector: Date: 41 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Leuev Ty�nspection: Address: Date Called: S70 AffEr&WM74 AvE -'� Special Instructions: Date Wante a.m. z l6. p.m. raa �y� ,- 5 Requester. 1� T�srInq )b - )MI Phone No: 206—�1�s-fir its Approved per applicable codes. Corrections required prior to approval. Inspector: Date: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD { Retain a copy with permit Ivy- 03 1,�] 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 ProjectL ��1 Type of Inspection: Date Called: Address: AIS Pam/ At Special Instructions: Date Wane lRequested Phone No: EJApproved per applicable codes. W Corrections required prior to approval. COMMENTS: 0;27 4�i52c�1 4�S REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Fireproofing Aggregates S h o t c r e t e Concrete Masonry A s p h a l t Hoofing P i l i n g S t e e l S o i l s W o o d November 1, 2016 File No. 15-747 Building Official City of Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA- 98188 Project: Euro Products Address: 14500 Interurban Ave Permit: D15-0313 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 inspections were required. Reports have previously been sent to the City. A copy of our last inspection report is attached. 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 RECEIVED President CITY OF TUKWILA NOV 0 2 2016 CC: Raymond Handling Concept — David Norris Euro Products — Jesper Sorensen PERMIT CENTER � t�� n V� I � Tel: (425) 881-5812 Fax (425) 881-5441 -7126 180th Ave. NE - P.O. Box 2523 - Redmond, WA 98073 Field Report Report #: 67771 A.A.R. Testing Laboratory, Inc. 7126180th Ave.N.E., Park 180, Suite C 01, Redmond, WA 98052 12k--- A7L 004 C049 C-- AH! 004 VA.A4 @ Client: Raymond Handling Concepts Project Number. 15-747 3500 W. Valley Hwy. N, #101 Permit #: D15-0313 Auburn, WA. 98001 Project Name: Euro Products Contact: David Norris Address: 14500 Interurban Ave. Inspection Performed: Proprietary Anchors Date: 10/26/2016 Time: Temperature: On site for inspection of cantilever racking anchorage. Verified anchors to be Hilti KB-TZ 5/8" x 5- 1/2". Verified minimum embedment of 4". Verified anchors to be torqued to 60 ft/lb. requirement. All work was completed in conformance with manufacturer's recommendations, ESR #1917 and email from engineer {Bob Sharifi} dated 9/27/16. Email from engineer forwarded to Jesper with Euro Products. All anchorage in warehouse area has now been inspected and was found in conformance with RECEIVED CITY OF TUKWILA Nov p 2 2016 PERMIT CENTER Distribution: dj Distribute Client Distribute Contractor -7 Distribute Engineer Distribute Owner Inspector: Chandler, Loren Distribute Municipality ( Distribute Other Reviewed by: Michele tauerrini Distribute Architect i. _ Distribute Other 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 #: 68007 A.A.R. Testing Laboratory, Inc. 7126180th Ave.N.E,, Park 180, Suite C101, Redrnond, WA 98052 Client: Raymond Handling Concepts Project Number: 15-747 3500 W. Valley Hwy. N, #101 Permit #: 015-0313 Auburn, WA. 98001 Project Name: Euro Products Contact: David Norris Address: 14500 Interurban Ave. Inspection Performed: Proprietary Anchors Date: 9/8/2016 Time: Temperature: 1) On site for anchor inspection. Verified anchors on select rack to be Hilti BK-TZ 1/2" x 5 1/2", Verified 3 1/4 embedment. Torque was found meeting the 40 ft./lb. requirement. All work was found in conformance with approved plans (notes for 5000 pound capacity racks), manufacturer's recommendations and ESR #1917. 2) Cantilever racking anchorage not found as per plan and note 4 on project notes on plans. Base plates differ from drawings. As builts were drawn on site and emailed to David Norris with Raymond handling for review and approval by engineer. , RECEIVED CITY OF TUKWILA SEP 2 5 2016 PERMIT CENTER Distribution: �e Distribute Client Distribute Contractor Distribute Engineer Inspector: Chandler, Loren Distribute Owner Distribute Municipality ; Distribute Other Reviewed by: Michele Guerrini Distribute Architect Distribute Other 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#: 65044 A.&R. Testing Laboratory; Inc. 7126 180th Ave.N:E., Park IQO Su-WC10a, Redmond WA 0665 1 Client: Raymond Handling Concepts Project Number: 15-747 3500 W. Valley Hwy. N, #101 Permit #: Not on site Aubum, WA. 98001 Project Name: Euro Products Contact: David Norris Address: 14500 Interurban Ave. Inspection Performed: Proprietary Anchors Date: 12/4/2015 Time: Temperature: verified anchors for selective rack to be Hilti KB-TZ 1/2" x 4-1/2". Torque was found below manufacturer's specifications. Contractor to torque 1/2" anchors to 40 ft/lbs. minimum and call for -einspection. DEC 2 3 2015 PERMIT CENTER Distribution: © Distribute Client ❑ Distribute Contractor Inspector: Chandler, Loren ❑ Distribute Engineer ❑ Distribute Owner ❑Q Distribute Municipality ❑ Distribute Other Reviewed by: Michele Guerrini ❑ Distribute Architect ❑ Distribute Other 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 IDI * M1177 Field Report Report#: 65043 AA.R Testing Laboratory, tnc. 7l1261$Oth Avi3:N,E.,. Park 1W Sulta fol RedMWd WA 9 0052 Client: Raymond Handling Concepts Project Number: 15-747 3500 W. Valley Hwy. N, #101 Permit #: Not on site Aubum, WA. 98001 Project Name: Euro Products Contact: David Norris Address: 14500 Interurban Ave. Inspection Performed: Proprietary Anchors Date: 12/7/2015 Time: Temperature: Verified anchors to be Hilti KB-TZ 112" x 4-1/2". Verified hole cleanliness and minimum embedment of 3-1/4". Torque was tested with calibrated wrench and was found meeting the 40 ft/lbs. Requirement. Al work was completed in conformance with manufacturer's recommendations, plans and details and ESR #1917. Areas inspected include all select pallet racking installed as of 12/7/15. �. "T L A DEC 2 3 2015 PERMIT CENTER Distribution: l� Distribute Client ❑ Distribute Contractor Distribute Engineer Inspector: Chandler, Loren g' ❑Distribute Owner [� Distribute Municipality ❑ Distribute Other Reviewed by: Michele Guerrini EJJ Distribute Architect ❑ Distribute Other 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 IDIV?*P142; Structural Concepts Engineering Project Name: EURO PROD 1815 WrlghtAve Lo Verne, Co. 91750 Tel:909-596-1351 Fox 909-596-7'186 VPOI IEWED FOR E COMPLIANCE �rS JUL 2 o 20.16 Project Number: Q-062816-211-v CIS! 01 TUV 3910 c? DOVICJI Date : 06/28/16 �oNA Street Address: 14500 INTERURBAN AVE SOUTH City/State : TUKWILA, WA 98106 Scope of Work: STORAGE RACK E �.e �4:. TOff'-NIMY"L A ,USA 2 9 2016 V sxaiaEsF F- Ra r�' A li, T C FIE IM, 7 1E R � - guru � 8 zaf� It r St turd rdoncepts Engineering By: S.P. Project: EURO PRODUCTS Project M 0-062816-2 TABLE OF CONTENTS TidePage................................................................................................................ 1 Tableof Contents..................................................................................................... 2 Design Data end Definition of Components............................................................ 3 CriticalConfiguration............................................................................................... 4 SeismicLoads.......................................................................................................... 5 to 6 Column.................................................................................................................... 7 Beamand Connector............................................................................................... 8 bo 9 Bracing............... ............ ....... .................................................................................. 10 Anchors................................................................................................................... 11 BasePlate................................................................................................................ 12 Slabon Grade.......................................................................................................... 13 OtherConfigurations ............................................................................................... 14 to 25 EURO PRODUCTS -TYPE I HMH Page n?, of ;t6 G/28/2016 v f SZonceptsUral Engineering By: S.P. Project: EURO PRODUCTS Project #: Q-082816-2 Design Date 1) The analyses herein conforms to the requirements of the: 2012IBCSecdon 2209 2013CBCSL%Von 2209A AAGMH16.12012 Specllicab'ons for the Design oflndustdal Sted Storage Raot-s '2012 RMI Rack Design Manual" ASM7--10, sectfon 15.5.3 2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall be provided by Installer per ICC reference on plans and calculations herein. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed In shop, with no field welding allowed other than those supervised by a licensed deputy Inspector. 5) The existing slab on grade Is 7" thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity Is 1000 psf. The design of the existing slab is by others. 6) Load combinations for rack components correspond to 2012 RMI Section 2A for ASD level load criteria A ,t Beam Beam .to Column Connector Frame Height Beam Spacing Y= l Beam Length Front (few: Down Aisle (Longitudinal) Frame Column Base Plate and Anchors t Section A: Cross Aisle Transverse ) Frame Horizontal Brace Diagonal Brace EURO PRODUCTS -TYPE I HMH rale '3 of ;,5 G/28120 I G St�ctural V oncepts g n ineering By: S.P. Project: EURO PRODUCTS Project* Q-062816 2 Configuration & Summary: TYPE 1 SELEC71VE RACK HMH MCKCOLUMN- 80 IONS AM LOADS 12" AXIAL DL= 1051b 65' III AxIAt LL= 75001b 4Z' + SE7SMICAM Ps=+/"- 9,2651b BASEMOMENT= B 0001n-lb 192 so„ 192" 42" / .- 42" 4 +-- 42" 4 Seismic Criteria # Bm Lvis 1 Frame Depthl Frame Height # Diagonals Beam Length Frame Type Ss=1.471, Fa=1 3 1 42 In 1 192.0 In 1 5 108 In Single Row Component Description STRESS Column =55 lig Hannibal IF3013-3043ga P=7605 lb, M=25231 in -lb 0.98-OK Column & Backer None None None NIA Beam —55 ksi HMH 44160/4.S" Face x 0.06" thk Lu=108 In Capacity: $139 lb/pr 0.97-OK Beam Connector 55 ksi LA 2: 3 pin OK I Moonn=10508 in -lb Mcap=15230 in -lb 0.69-OK Brace -Horizontal FIV=55 ksl Hannibal 1-1/2xl-1/2xl6ga 0.34-OK Brace -Diagonal Fy=55 ksi Hannibal 1-1/2xi-1/2xl6a 0.41-OK Base Plate PV=36 Id 8x8x3/8 Fixity= 8000 In -lb 0.97-OK Anchor 4 er Base 0.5" x 3.25" Embed HILTI KVdK80LT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=5652 lb) 0.95-OK Slab & Soil 7" thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.52-OK Level Load** lPertevell BeamsB"Mspcg I Brace Story Force Transv Story Force LongIL Column Axial I Column Moment I Conn. Moment Beam Connector 1 5,000 lb 56.0 in 42.0 In 419lb 209 lb 7,605 lb, 25,231 "# 16,267 "# pin Ok Z 5,000 ID 56.0 in 3 5,000 lb 56.0 in IMM In asa W 42.0 in 1,258 lb 42.0 In 12.0 in `TLOW 7,WV W 1-T,V.7V V iv,JVV a . ru--1 627 lb 2,535 lb 8,778 "# 5,388 "# 3 pin OK Load defined as product weight per pair of beams Total: 2,516 lb 1,254 lb Notes EURO PRODUCTS -TYPE I HMH Page 4 of q 6 G/28/2016 St / ' tural `concepts at. Engineering By: S.P. Project: EURO PRODUCTS Project #: 4-062616-2 i Seismic forces Configuration: TYPE 1 SELECTIVE RACK HMH Lateral analysis Is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6 & ASCE 7-10 sec 15,5.3 SS= 1.471 Tra_nfiverse (Cross Aisle) Seismic Load Si= 0.550 V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+) Vt Fa= 1.000 Csl= Sds/R Fv= 1.500 = 0.2452 Cs -max * Ip= 0.2452 Sds=2/3*Ss*Fa= 0.981 Cs2= 0.044*Sds Vnyn= 0.015 Sd1=2/3*Sl*Fv= 0.550 = 0.0432 Eff Base Shear=Cs= 0.2452 Transverse eteyatten Ca=0.4*2/3*SS*Fa= 0,3923 Cs3= 0.5*S1/R Ws= (0,67*PLRF, * PL)+DL (RMI 2.6.2) (Transverse,. Braced Frame Dlr.) R- 4.0 = 0.0688 = 10,260 lb Ip= 1.0 Cs -max= 0.2452 Vtransv=Vt- 0.24152 * (210 lb + 100501b) 5 Rn= shearcoetf=cs- 0.2452 Etranavereecs 2,516 lb Pallet Height=hp= 4860 in Faces I I&Wswes Loyd 7)vnsyme wAwk A%orffler av*ht DL per Beam Lvl= 70 lb w Level PRODUCE- LOAD P P*0.67*PRF, DL hi wi*hI R R* hl+h /2 1 5,000lb 3,350lb 70 lb 56In 191,520 419.3lb 33,5444 2 5,000lb 3,350lb 70 lb 112In 383,040 838.7lb 114,0634 3 5,000 lb 3,350 lb 70 lb 168 in 574,560 1,258.0 lb 241,5364 sum: P=15000 lb 10,050 lb 210 lb W=10260 lb 1,149,120 2,516 lb 2=389,143 Similarly for longitudinal seismic loads, using R-6.0 Ws= (. 7 * PLRF * P) + DL PRF2= 1,0 M] Mq= M Cs1=Shc/(T*R)= 0.1222 = 10,260 lb (Longitudinal, Unbraced Dir.) R- 6.0 ; 4Cs2= 0.0432 Cs=Cs-rnWIp= 0.1222 T= 0.75 sec CS3= 0.0458 Wong= 0,1222 * (210 lb + 100501b) Cs -max- 0.1222 etongttudlnai= 1254lb 6�� '' 'rs"'�'i�'Front t Level PRODUC LOAD P P*0.67*PRp2 DL hi wI*hi A 1p 1 5,000Ib 3,350lb 70 lb 56In 191,520 209.0lb 2 5,000lb 3,350lb 70 lb 112In 383,040 418.0lb 3 S,000 lb 3;350 lb 70 lb 168 in 574,560 627.0 lb sum::= 1100,0�= 210 lb W=1026014 1,149,120 1,254lb EUR,O PRODUCTS -TYPE I HMH Page 5 of a) G128120 I G r Structural Concepts WEngineering By: S.P. Project: EURO PRODUCTS Project #: Q-062816 2 � a Downalsle Seismic Loads Configuration: TYPE i SELECTIVE RACK HMH Determine the story moments by applying portal analysis. The base plate Is assumed to provide partial fixity. Vlong= 1,254lb Vcol=Viong/2= 627 lb F1= 209lb F2= 418 lb F3= 627 lb Typical frame made Tributary area of two columns of rack frame KI o [24 K;Ei KIEo r , ---------- Front View ITypical Frame mad Side Vi Seismic Story Moments Concep�l'�'a COtC� 11P L1- � COl Mbase-max= 8,000 in -lb <—= Default eapadty hl-eff= hi - beam clip height/2 Mbase-v= (Vcol*hleff)/2 = 53 in Vcol = 16,616 In -lb <— Momentgoing to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 8,000In-lb M 1-1= [Vcol * hleffj-Mbase-eff M 2-2= [Vcol-(Fi)/2] * h2 = (627 lb * 53 in)-8000 In -lb = [627 lb - 209 Ib)*56 In/2 = 25,231 In -lb = 14,630In-lb Mseis= (Mupper+Mlower)/2 Beam to Column Elevation Mseis(1-1)= (25231 in -lb + 14630 In-lb)/2 Msels(2-2)= (14630 in -lb + 8778 in-lb)/2 = 19,931 in -lb I = 11,704 in -lb rho= 1.0000 Summary of Forces LEVEL hi Axial Load column Moment** Mseismic** Mend -fixity Mconn** Beam Connector 1 56 in 7,605lb 25,231 In -lb 19,931 in -lb 3,308In-lb 16,267In-ib 4 pin a1c 2 56 In 5,070 lb 14,630 In -lb 11,704 in -lb 3,308 in -lb 10;508 in -lb 3 pin OK 3 56 In 2,535 lb 8,778 in -lb 4,3891n-lb 3,308 in -lb 5,388 in -lb 3 pin OK Mconn= (Mseismic + Mend-fi)ity)*0.70*rho Mconn-allow(3 Pin)= 15,230 In -lb **all moments based on limit states level loading. EURO PRODUCTS -TYPE I HMH Page 6 of R5 6/28/20I G Stnuctural Concepts ,!" Engineering By: S.P. Project: EURO PRODUCTS Project#: Q-002816-2 Column (Longitudinal Loads) Configuration: TYPE I SELECTIVE RACK HMH oction Properties Section: Hannibal IF3013-3x3x13ga 3,000In Aeff = 0.757 InA2 Iy = 0.871 inA4 Kx = 1.7 x Ix = 1.320 InA4 Sy = 0.574 inA3 Lx = 53.8 in Sx=0.8791nA3 ry= 1.0801n Ky- 1.0 ._.r._. 3.000In E rx = 1.320 In Fy= 55 ksl Ly = 42.0 in 10.090 In Of= 1.67 Cmx= 0.85 Cb= 1.0 E= 29,500 ksi [-J.�.751n COLUMN DL= 105 Ib 00cal load cases are. RMl -We. I COLUMN PL= 7,500 Ib Load Case 5.• : (1+0.105*Sds)D + 0,75*(1.4• 0.14Sds)*B*P + a75*(0.7*rho*E)<=1.0, ASD Method Mcoi= 25,231 in -lb amalload coef. 0.80708145 *P seismIe moment coeh`r 0.5625 *Mcol Sds= 0.9807 Load Case 6. ; (1+0.104*Sds)D + (0.85+0.14i,Sds)*B*P + (0.7*r1'0*E)<-1.0, ASD Medved 1+0.105 *Sds= 1.1030 axial load coefir 0.69111 seism1c moment coefl: 0,7 * Mcol 1.4+0:14Sds= 1.5373 By analysis, Load case 6 governs utilizing loads as such 1+0.14Sds= 1.1373 0.85+0.14*Sds= 0.9873 Axial Load=Pax= 1.137298*105lb+0.987298*0.7*75001b Moment=Mx= 0.7*rho*Mcol B= 0.7000 = 5,303 Ib = 0.7 * 25231 in -lb rho= 1.0000 = 17,6621n-lb Axial Analysis KxLx/rx = 1.7*53.75"/1.3196" KyLy/ry = 1*42"/1.08" Fe > Fy/2 = 69.2 = 38.9 Fn= Py(1-Fy/4Fe) = 55 k9i*[1-55 k9l/(4*60.7 ksi)] Fe= nA2E/(KL/r)maxA2 Fy/2= 27.5 ksl = 42.5 ksl = 60.7ksi Pa= Pn/52C Pn= Aeff*Fn QC= 1.92 = 32207lb/1.92 = 32,2071b = 16,775lb P/Pa= 0.32 > 0.15 Bending Analysis Check: Pax/Pa + (Cmx*Mx)/(Max*px) 5 1.0 P/Pao + Mx/Max 5 1.0 Pno= Ae*Fy Pao= Pno/Qc Myield=My- Sx*Fy = 0.757 inA2 *55000 psi = 41635lb/1.92 = 0.879 inA3 * 55000 psi = 41,635 Ib = 21,685 Ib = 48,345 In -lb Max= My/S2f PCr= nA2EI/(K L)maxA2 = 48345 in-Ib/1.67 = nA2*29500 ksl/(1.7*53.75 in)A2 = 28,949 in -lb = 46,030 Ib iX= (1/[3-(Sk*P/PCr)])A-1 _ (1/[1-(1.92*5303lb/46030 lb)])A-1 0.78 Combined Stresses (5303 Ib/16775 lb) + (0.85*17662 In-Ib)/(28949 in-Ib*0.78) = 0.98 < 1.0, OK (EQ C5-1) (5303 Ib/21685 lb) + (17662 in-Ib/28949 In -lb) = 0.85 < 1.0, OK (EQ C5-2) ** For comparison, total ELM stress cbmoota°d forload case Sis., 89.0% 7 loods 6168.9230925Ib Wal and M= 132461n /b EURO PRODUCTS -TYPE I HMH Page ? of 45 G12612016 St tural on is ..:,:Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714,632.7330 Fax: 714.632.7763 By: S.P. Project: EURO PRODUCTS Project #: Q-062816-2 BEAM Conflguradon: TYPE 1 SELECTIVE RACK HMH DETERMINE ALLOWABLE MOMENT CAPACITY 2.75 In ^� A) Check compression flange for local buckling (92.1) w= c - 2*t -2*r = 1.6251n - 2*0.06 In - 2*0.06 in = 1.385 in w/t= 23.08 i=lambda= [i.052/(k)A0.5] * (w/t) * (Fy/E)A0.5 _ [1.052/(4)A0.5] * 23.08 * (55/29500)A0.5 = 0.524 < 0.673, Flange is fully effective B) check web for local budding per section b2.3 f1(comp)= Fy*(y3/y2)- 50.69 ksi f2(tension)= Py*(yl/y2)= 102.45 ksl Y= f2/f1 Eq. B2.3-5 = -2.021 k= 4 + 2*(1-Y)A3 + 2*(1-Y) Eq. 82.3-4 = 65,18 flat depth=w= yl+y3 = 4:260In w/t= 71 1=lambda= [1.052/(k)A0.5] * (w/t) * (fi/E)A0.5 [1.052/(65.18)A0.5] * 4.26 * (50.69/29500)A0.5 = 0.384 < 0.673 be=w= 4.260 in b2= be/2 bl= be(3-Y) = 2.131n = 0.848 bl+b2= 2.978 in > 1.41 in, Web is fully effective Determine effect of cold worldng on steel yield point (Eya) per section A7 2 Pya= C*Fyc + (I-C)*Fy (EQ A7.2-1) Lcomer=Lc= (p/2) * (r + t/2) 0.141 In C= 2*Lc/(Lf+2*Lc) Lflange-top=Lf= 1.385 in = 0.169 in m= 0.192*(Fu/Py) - 0.068 (EQ A7.2-4) 0.1590 Bc= 3.69*(Fu/Py) - 0.819*(Fu/f5y)A2 -1.79 = 1.427 since fu/Fv= 1.18 < 1.2 and r/t= i < 7 OK Um Pyo= Bc * Py/(Wt)Am (EQ A7.2-2) = 78.485 ksi Thus, Fya-top= 58.97 ksi (tension stress at top) Pya-bottom= Fya*Ycg/(depth -Ycg) = 114.48 ksi (tension stress at bottom) Check allowable tension s1�r bottom flange Lflange-bat=Lfb= Lbottom - 2*r*-2*t = 2.510 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.101 Py-bottom=Pyb= Cb*Fyc + (I-Cb)*Pyf = 57.37 ksi Pya= (Fya-top)*(Fyb/Pya-bottom) = 29.56 ksi Eq. 82.1-4 4.S00In Eq. B2.1-1 Beam= ]U OK Eq B2.3-2 (EQ A7.2-3) if F= 0.95 Then F*Mn=F*Fya*Sx= 25.07 in-k _ IR . a e�- ;t5 ri-e 31n ,I 1,625 In t 0,06010, Bend Radius=r= w=wv= Fu=Fuv= top flange=b= 11.625 In bottom flange= 2.750 in Web depth= 4. - t., FY "Oorm) R(enslan) yl= Ycg-t-r= 2.850 in y2= depth-Ycg= 1.530 In y3= y2-t-r= 1.410In St itural lion is WEngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: S.P. Project: EURO PRODUCTS Pre #: Q-06281e-2 BEAM Configuration: TYPE 1 SELECTIVE RACK HMH RMI Section 5. , PT II Section Beam= HMH 44160/4.5" Face x 0.06" thk Ix=Ib= 2.132 In^4 Sx= 0.893 in^3 t= 0.060 In E= 29500 ksl r1.63 In Fy-Fyv= 55 ksi F— 200.0 Fu=%v= 65 ksl L= 106 In Fya- 59.0 ksi Beam Level= 2 1.6251n P=Product Load= 5,000 Ib/pair D=Dead Load= 70lb/pair 4.500rn 80 in 1. Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L*W*Rm/8 Rm= 1- [(2*F*L)/(6*E*Ib + 3*F*L)] 1- (2*200*108 in)/[(6*29500 I si*2.132 in^3)+(3*200*108 in)] = 0.902 if F= 0.95 Then F*Mn=F*Fya*Sx= 50.03 in-k Thus, allowable load per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*M = 50.03 In-k * 8 * 2/(108ln * 0.902 * 1.599) = 5,139 Ib/pair a11owab1e /bad based on be»dipg s&v= Mend= W*L*(i-Rm)/8 _ (5139 lb/2) * 108 In * (1-0.902)/8 = 3,399 In -lb 0 5139 lb max allowable load = 3,308 in -lb 0 5000 lb imposed product load 2. Check Deflection Stress Allowable Loads t_ Prr�w� r= seam 'Length Dmaxc Dss*Rd Rd= 1 - (4*F*L)/(5*F*L + 10*E*Ib) Allowable Deflection= L/180 = 1- (4*200*108 In)/[(5*200*108 in)+(10*29500 W*2.132 inA4)] = 0.600 in = 0:883 in Deflection at imposed Load= 0.584 In If Dmax= L/180 Based on 4/180 De&cd/on Qrten'a and Dss= 5*W*L^3/(384*E*Ib) L/180= 5*W*L^3*Rd/(384*E*Ib*# of beams) solving for W yields, W= 384*E*I*2/(180*5*L^2*Rd) = 384*2.132 in^4*2/[180*5*(108 in)^2*0.883) = 5,211 lb/pair allowable /oadbased on deflection ftl& Thus, based on the least capacity of item 1 and 2 above: Allowable load= 5,1391b/pair Imposed Product Load= 5,000 lb/pair Beam Stress= 0.97 Beam atLevel 2 .r.I v jj a;L5 - nninoorvinn 9P 1200 N. Jefferson Ste. Ste F Anaheim. GA922807 Tel: 714.632.7330 Fax: 714.§32 77 T1 C S�� - .I'�9 ram: T9C �i By: 5.1'. Project- EURO PRODUCTS Project #: QZ,291 Z-2 3 Pin Beam to Column Connection TYPE 1 SELECTIVE RACK HMH momentserein snow tne resulf or Me ma)amum Induced fRed endis loads and Me cDoe mandated minimum value of 1.51116(DL+PL) Mconn max= (Mseismic + MendrFixity)*0.70*Rho = 10,508 in -lb Load at level 2 Connector Type= 3 Pin Shear Capacity of Pin Pin Diam= 0.44 In Fy= 55,000 psi Ashear= (0.438 in)^2 * Pi/4 = 0.1507 inA2 Pshears 0.4 * Py * Ashear = 0.4 * 55000 psi * 0.15071n^2 = 3,315 lb Bearing. Capadty of Pin tool= 0.090 in Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbearing= alpha * Fu * diam * tool/Omega = 2.22 * 65000 psi * 0.438 in * 0.09 In/2.22 = 2,562 lb < 3315 lb -Moment Caoaclty of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in C= P1+P2+P3 tdip= 0.181n a P1+Pl*(2.5"/4.5")+Pl*(0.5"/4.5") 1.667 * PI Mcap= Sdip * Mending C*d= Mcap = 1.667 = 0.1271n^3 * 0.66 * Fy = 4,610 in -lb Pdip= Mcap/(1.667 * d) = 4610.1 In-lb/(1.667 * 0.5 In) Thus, P1= 2,562 lb = 5,531 lb Mconn-allow=[Pl*4.5"+Pl*(2.5"/4.5")*2.5"+P1*(0.5"/4.5")*0.5"] = 2562 L8*[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"] = 15,230 in -lb > Mconn max, OK Fy= 55,000 psi Sdip= 0.1271n^3 d= E/2 0.50 In rho= 1.0000 I EURO PRODUCTS -TYPE I HMH Page 1 of ;15 6/28/2016 Sctural on"pts WN Engineering By: S.P. Project: EURO PRODUCTS Project 1: Q-062816 2 Transverse Brace Configuration: TYPE 1 SELECTIVE RACK HMH Section Properties Diagonal Member= Hannibal 1-1/2xl-1/2xl6ga Horizontal Member= Hannibal 1-1/2xl-1/2xl6ga Area= 0.273 In^2 1.500 in Area= 0.273 in^2 1.500 in r min= 0.496 In r min= 0.496 In Fy= 55,000 psi Fy= 55,000 psi K= 1.0 1.500 in K= 1.0 I .Soo m 9c= 1.92 -pl 0.25 in —(5I-- 0.25 in Frame Dimenslons Bottom Panel Height=H= 42.0 in Clear Depth=D-B*2= 36.0 in Frame Depth=D= 42.0 In X Brace= NO Column Widtit--B= 3.0 in rho 1.00 �-- 4. 0 I Load Case 6.- : (I,,,f� *B*P f (0.7*rho*E)<=1.0, ASD Meftd Vtaansveme= 2,516lb Vb-Vtranw*0.7*rho= 2516 lb * 0.7 * 1 � 1,7611b Ldlag= [(D-B*2)^2 + (H-6")^2]^1/2 = 50.9 In Pmax= V*(L flag/D) * 0.75 = 1,601 ib axial land on dlApoaalbrace member Pn= ARFA*Fn = 0.273 In^2 * 27657 psi = 7,550lb Pallow= PnJQ = 7550 lb /1.92 = 3,932lb Pn/Pallow= 0.41 <= 1.0 OK D Vb " (Id/r)- (k * Ldiag)/r min =(1x60.9in/0.496in) = 102.6 in Ldlag Fe= pi^2*E/(Id/r)^2 �Pmax H = 27,658 psi Since re>FY/2, s" typ Fn= Fy*(1-fy/4fe) B = 27,657 psi TWIcal.Panel Cinfiauradon Check End Weld Lweld= 2.5 In Fu= 65 ksi tmin= 0.060 In Weld Capacity= 0.75 * tmin * L * Fu/2.5 = 2,925lb OK Horizontal brace Vb=Vtransv*0.7*rho= 1,761 lb (kl/r)= (k * Lhoriz)/r min Fe= pI^2*E/(Id/r)^2 Fy/2- 27,500 psi = (1 x 42 in) /0.496 in = 40,584 psi = 84.7 In Since Fe>Fy/2, Fn=Fy*(1-fy/4fe) Pn= AREA*Fn Pallow= Pn/Slc = 36,366 psi = 0.273in^2*36366 psi = 9928 lb /1.92 = 9,928 lb = 5,171 lb Pn/Pallow= 0.34 <= 1.0 OK EURO PRODUCTS -TYPE I HMH Page 10 of ;?I 6/28/2016 St btoncepts ural Engineering By: S.P. Project: EURO PRODUCTS Project #: Q-082816 2 s s: Single Row Frame Overturning Conflauration: TYPE 1 SELECTIVE RACK HMH 1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp - E*rho Vtrans=V=E=Qe= 2,516lb DEAD LOAD PER UPRIGHT=D= 210 lb PRODUCT LOAD PER UPRIGHT=P= 15,000 lb Papp=P*0.67= 10,050lb WA LC1=Wst1=(0.70386*D + 0.70386*Papp*1)= 7,221 lb Product Load Top Level, Ptop= 5,000 lb DL/Lvl= 70lb Seismic Ovt based on E,1:(R*hl)= 3139,143 in -lb Sds= 0.9807 (0.9-0.2Sds)= 0.7039 (0.9-0.25ds)= 0.7039 B= rho= 1.0000 Frame Depth=Df= 42.0 In Htop-lvl=H= 168.0In # Levels= 3 # Anchors/Base= 4 hp IrDf� erne n euw-'ene. A Fully Loaded Rack h=H+h 2= 192.0 in Load case 1: Movt= E(R*hi)*E*rho Mst- Wstl * Df/2 T= (Movt-Mst)/Df = 389,143 In -lb = 7221 lb * 42 In/2 = (389143 in-lb-1516411n-Ib)/42 in = 151,641 in -lb = 5,655 lb Net Uplift per Column Net Seismic U lift= 5 655 lb Stren th Level 8).Top Level Loaded Onl Load case 1: 0 V3=Vtop= Cs * Ip * Ptop >= 350 lb for H/D >6.0 Movt= [Vl*h + V2 * H/2]*0.7*rho = 0.2452 * 5000 lb = 167,802.in-lb = 1,226 lb T= (Movt Mst)/Df Vieff= 1,226 lb Critical level= 3 = (167802 In -lb - 77009 In-lb)/42 in V2=VpL= Cs*Ip*D Cs*Ip= 0.2452 = 2,162 lb Net Uplift per Column = 51 Ib Mst= (0.70386*D + 0.70386*Ptop*i) * 42 In/2 = 77,009 in -lb Net Seismic U lift= 2162 lb SYren h) Level Anchor Cheep (4) 0.5" x 3.25" Embed HILTI KWIKIBOLT TZ anchor(s) per base plate. Special inspection Is required per ESR 1917. Pullout Capacity=Tcap= 1,588 lb LA. City Jurisdiction? NO Tcap*Phl= 1,588 lb Shear Capacity=Vcap= 1,258 lb Phi= 1 Vc ap*Phi= 1,258 lb Fully Loaded: (1413 Ib/1588 lb)-i + (314 lb/1258 Ib)^i = 1.14 <= 1.2 OK Top Level Loaded: (540 Ib/1588 Ib)^1 + (153 ib/1258 Ib)^i = 0.46 <= 1.2 OK EURO PRODUCTS -TYPE I HMH Page ( 1 of Q5 G/26/201 G St tural "'dancepts !1OVEngineering By: S.P. Project: EURO PRODUCTS Project #: Q-062818 2 Base Plate Configuration: TYPE 1 SELECTIVE RACK HMH Section 4 a —► P Basepiate= 8x8x3/8 Eff Width=W = 8.00 in a = 3.00 in Mb Eff Depth=D = 7.00 In Anchor c.c. =2*a=d = 6.00 In Column Width=b = 3.00 In N=# Anchor/Base= 4 I I b 14— L Column Depth=dc = 3.00 in Fy = 36,000 psi I{ ^+I w —r—� L = 2.50 in Plate Thickness 1: = 0.375 in Dpwnalsle Elevation Down Aisle Loads Load lase 5, : C1+0.103 *Sds)Q + 0.iMf,4+0.Jj s)*B*P + 0.7ff0.7*Nho*E1<- 1.0, A5D Method COLUMN DL= 105 lb Axial=P= 1.1029735 * 1051b + 0.75 * (1.537298 * OJ * 7500 lb) COLUMN PL= 7,500 lb = 6,169 Ib Base Moment= 8;000 In -lb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.1030 = 8000 In -lb * 0.75*0.7*rho 1A+0.14Sds= 1.5373 = 4,200 In4b B= 1>=;< ` "x'`" A�tGel Load P = 6,169 lb Mbase=Mb = 4,200 in-ib Axial stress=fa = P/A = P/(D*W) M1= wLA2/2= fa*LA2/2 = 110 psi = 344 In -lb Moment Stress=fb = M/S = 6*Mb/[(D*BA2] Moment Stress--W = 2 * fb * L/W = 56.3 psi = 35.2 psi Moment Stress=fbl = fti,-W M2= fbl*LA2)/2 = 21.1 psi = 66 In -lb M3 = (1/2)*fb2*L*(2/3)*L - (1/3)*fb2*LA2 Mtotal = M1+M2+M3 = 73 In -lb = 483 In-lb/in S-plabe = (1)(tA2)/6 Fb = 0J5*Fy = 0.023 in^3/In = 27,000 psi fb/Fb = Mtotal/[(S-plate)(Fb)] Pp= 0.7*Pc = 0.76 OK = 1,750 psi OK Tanchor =(Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 1,588 lb OK = -1,455 lb No Tension ss Alsl�le Loads Cheek uplift load on u Pstatic= 6,1691b Movt*0.75*0.7*rho= 204,300 In -lb Pseismic= Movt/Frame Depth Frame De th= 42.0 in = 4,864 Ib P=Pststic+Pse1sm1c= 11,033lb b =Column Depth= 3.00 in L =Base Plate Depth -Col Depth- 2.50 in fa = P/A = P/(D*W) = 197 psi Sbase/in = (1)(t^2)/6 = 0.023InA3/in fb/Fb = M/[(S-plate)(Fb)] 0.97 OK M= wLA2/2= fa*LA2/2 = 616 in-lb/in Fbase = 0.75*Fy = 27,000 psi Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. "When the base plate configuration eontists of two anchor bolts located on either aide of the column and a net uplift force exists, the minimum base plate thickness shall be determined based on a design bending moment In the plate equal to the uplift force on one anchor times 1/2 the distance from the centerline of the anchor to the nearest edge of the rack column" T Ta Mu a I ' to i € evatton Uplift per Column= 5,652 lb Qty Anchor per BP= 4 Net Tension per anchor=Ta= 1,413 lb c= 2.50 in Mu=Moment on Baseplate due to uplift Ta*c/2 = 1,766Irl Splate= 0.164InA3 EURO PRODUCTS -TYPE I HMH Page 12, of R,5 G12512016 St cturai l oncepts Engineering lay: S.P. Project: EURO PRODUCTS Project#: Q-062818 2 Slab on Grade Configuration: TYPE 1 SELECTIVE RACK HMH tf-^- y - L --- -► Base l slab ------a----- e 17 ::..•. cross ?Aisle •:: Down Akle @aeplate Man View Concrete fc= 2,500 psi tslab=t= 7.0 in tell= 7.0 in fsoii= 1,000 psf Movt= 272,400 in -lb Frame depth= 42.0 In Sds= 0.981 0.2*Sds= 0.196 dtli=B= E . Basepiate wi .00 in r r;:.;�.. r, :, :., width=a= 3.00 In � �!wr;�?�,!��?,µ, ,. �. �„q,,,,:..:_,',, , Eft. Baseplate Depth=D= 7.00 In depffi=b= 3 .->'; `'�'�.:�. �>: >` .<'"';s 00 in R=B/D= 1.143 midway dirt face of column to edge of plate=c= 5.50 in FCA0.5= 50.00 psi Column Loads midway dlst face of column to edge of late=e- 5.00 in DEAD LOAD=D= 105 Ib per column Load Case 1) (1.2+0.25 s)D + (1.2+ ,2S s) B + rho*E RMI SEC 2.2 EQTN 5 unfactoredASDIoad = 1.39614 * 105 Ib + 1.39614 * 0.7 * 7500 Ib + 1 * 6485 Ib PRODUCT LOAD=P= 7,500 Ib per column = 13,961 Ib unfacbredASD/oad Load Case 2) (0.9-0.2Sds)D + (0.9-0.2,Sds)*B*Papp + rho*E RMI SVC 2.2 SM 7 Papp= 5,025 Ib per column = 0.70386 * 105 Ib + 0.70386 * 0.7 * 5025 Ib + i * 6485 Ib P-seismic=E= (Movt/Frame depth) = 9,035 lb = 6,485 Ib per column Load Case 3) 1.2*D + 1.4*11 RMI SEC 21 Fqm 1,2 unfactoredUmltState load = 1,2*105lb+1.4*7500lb 10,626 lb rho= % '`:,.... r z#', Load Case 4) 1.2*D + 1,0*P + 1.0E u,3��iiscosi,� ¢s Sds= 0.9807 = 14,111 Ib 1.2 + 0.2*Sds= 1.3961 Effective Column Load=Pu= 14,111 Ib per column 0, 9 - 0.20Sds= 0.7039 Puncture Apunct= [(c+t)+(e+t)]*2*t = 343.0 inA2 Fpunctl= [(4/3 + 8/(3*0)] * X *(F CA0.5) fv/Fv= Pu/(Apunct*Fpunct) = 110. psi - 0.516 < i OK Fpunct2= 2.66 * I * (FICA0.5) = 79.8 psi Fpunct eff= 79.8 psi Slab bending Pse=DL+PL+E= 14,111 lb ASCII= (Pse*144)/(fsoil) L= (As01l)A0.5 y= (c*e)A0.5 + 2*t = 2,032 JnA2 = 45.08 in - 19.2 in x-- (L-y)/2 M= w*xA2/2 S-slab= 1*teffA2/6 = 12.9 in = (fsoil*xA2)/(144*2) = 8.17 InA3 Fb= 5*(phi)*(fC)A0,5 = 579.3 in -lb fb/Fb= M/(S-slab*Fb) = 150, psi - 0.473 < 1, OK EURO PRODUCTS -TYPE I MMH Page )3 of R!! G12512016 St tural kwponqwts Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.032.7763 Cantilever Rack Analysis i S 1200 N. Jefferson Ste, Ste F CA 92807 Tel: 714.632.7330 Fax: 714.632.7783 1) The analysis presented herein conforms to the requirements Of the 2012 IBC, 2013 CBC and ASCE 7.10 2) W & S Shape steel conforms to ASTM A572, Gr. 50, with minimum yield, Fy= 50 ksl Formed steel conforms to ASTM A570, Gr. 50, with minimum yield, Py= 50 ksi Other steel conforms to ASTM A36, Gr. 36, with minimum yield, Py= 36 ksi 3) Bolts shall conform to ASTM A325-N unless noted otherwise on the plans or calculations. 4) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. Installer must provide any special Inspection as called out on plans or calculations, or as required by the IOC report indicated herein. 5) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed In shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 6) 7 In Thk x 2500 psi slab with 1000 psf soil bearing pressure Seismic Design Coefficient Ss= 1.4710 S1= 0.5500 Fa= 1.0000 Fv= 1.5000 Sds= 0.9810 Sd1- 0.5500 St tural C w 7: ineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 7%632.7763 EURO PRODUCTS Rack Dimensions & Loads Ann Elev Unif. Arm Load 111 72In 1,000lb h2 144In 1,000lb h3 216In 1,000lb Seismic Coeff Ss= 1.471 Arm Load= 1000 LB PER ARM Seismic Coeff Fa= 1.000 Upright Height= 240 In Base Length= 42 in Summary of Components & Results Column Fy-50 ksl DBL C 9.9150 RF 0.71 OK Base Fy=50 ksl DBL C 9.5"x2" 0.72 OK Arm Fy=50 ksl ARM 3-3/4x4-1/8x7ga 0.59 OK Arm Connection 1) 7/8" Diam Pin 0.15 OK Brace Fy=50 ksl X Brace: Strap 1.25 x 1/4, Horiz Brace C30.5 0.06 OK X Brace Connection Bolted (1) 0.375 In diam Bolt per end 0,24 OK Anchors Per Base ESR 1917 0,625 In diam x 4 in embed HIM Kwikbolt TZ with inpsecdon 6 per base 0,76 OK Slab & Soil 7 in thick x 2500 psi with 1000 psf soil at grade 0.08 OK Notes ALL LOADS SHOWN ARE PER ARM, UNIFORM LOAD, NO TIP LOADS, NO DROPPED LOADS, NO IMPACT LOADS Page % V of 5 St tur I is ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.6321330 Fax: 714.632.7763 EURO PRODUCTS Rack Dimensions & Loads Arm Elev Unif. Arm Load hl 52 in 1,000 lb h2 100 in 1,000 lb h3 148 in 1,000 lb h4 1961n 1,000I11 Seismic Coeff Ss= 1.471 Arm Load= 1000 LB PER ARM Seismic Coeff Fa= 1.000 Upright Height= 240 in Rmcn I manth- 47 In Summary of Components & Results Column Fy=50 ksi DBL C 9.5"z2" RF 0.86 OK Base Fy=50 ksi DBL C 9.5"x2" 0.87 OK Arm Fy=50 ksi ARM 3-3/4x4-1/8x7ga 0.59 OK Arm Connection 1) 7/8" Diam Pin Brace Fy=50 ksi X Brace: Strap 1.25 x 1/4, Hodz Brace C3x3.5 0.08 OK X Brace Connection Bolted (i) 0.375 in idiam Bolt per end 0.32 OK Anchors Per Base ESR 1917 0:625 in diam x 4 in embed Hiltl Kwikbolt TZ with inpsection 6 per base 0,88 OK Slab & Soil 7 In thick 2500 psi with 1000 psf soil at grade 0.10 OK Notes ALL LOADS "SHOWN ARE PER ARM, UNIFORM LOAD, NO TIP LOADS, NO DROPPED LOADS, NO IMPACT LOADS Page 17 of. 4-5 f St tural V is ngineering .• 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7163 = ssmo 13v: S.P. Project:EURO PRODUCTS Project# Q-062816-,2 Seismic Loads Configuration: TYPE 4 ARMS SOL SIDED CANTILEVER FLACK Seismic Eqtn: Transverse I Longitudinal Csl= Sds*I/R 0.785 0.302 Cs2= 0.044*Sds*I — 0.043 1 0.043 Cs3= 0.5*Sl*I/R = 0.220 1 0.085 Vtrans= 0.7848 Vlong= 0.3018 E Arm LL= 4,000 Ib E Arm LL*phl= 2,680 Ib E Arm DL= 200 Ib V-transv= 0.7848 * 2880 Ib _ 2460lb/frame t r: rn v shear per uptight 1 1,0501b 720Ib 2 1,0501b 7201b 3 1,0501b 7201b 4 1,0501b 720Ib Summary of Frame Loads Rtrans= 1.25 Ss= 1.471 F3 Wong- 3.25 S1= 0.550 # Sides=n= I Fa= LODD V # Arms= 4 Fv= 1.500 F2 Sds= 0.981 Shc= 0.550 ---► I= 1.0 F1 phi= 0.67 ** DL per arm= 50.0 Ib Mseismic W1=Waft,9m*y= 4,200 Ib Side Elevation W2=Wmmads,mc=2,880ib "Welghtofamlplustdbwelghtofmimmnperlevel V4ong= 0.3018 * 2880 Ib = 869 Ib/frame /ong/t shear per uptight Lateral Force Distribution Transverse Force Longitudinal Inc wxhx Fi F1 * hi Fi 52 In 37440 237 Ib 12,324 in -lb 91 Ib 100 in 72000 4561b 45,569 in -lb 175 Ib 148 in 106560 674 Ib 99,752 in -lb 259 Ib 196 in 141120 893 Ib 175,028 in -lb 343 Ib F= 357,120 2,260 Ib 332,673 in -lb Mseismic= 332,673 in -lb Marm-max= (LL-max+DL) * (Arm Length/2) = (1000 Ib + 501b) * (42 In/2) Not= 4,200 Ib DL+LL = 22,050 in -lb Marm-total= E Marm = 88,200 In -lb Page of r nglneenng 1200 N. Jefferson Ste, Ste F CA 92807 Tel: 714.632.7`330 Fax: 714.632.7703 Analysis is based on a uniformly loaded arm with no tip or impact loads considered. Arm Type= ARM 3-3/4x4-1/8x7ga Ix 2.8000 inA4 Sx= 1.2501nA3 Py= 50,000 psi L= 42 in Check Arm Bending U.-max- 1,000lb DL= 50 ib M= W * L/2 = 22,0501n-lb Check Arm Deflection E= 29,000,000 psi D= w * LA4/(8 * E * Ix) = 0.1236 In Dallow= L/180 0.23 in OK rb= M/Sy = 17,640 psi T Fb= 0.6 * Fy 4.131n 30,000 psi F0.7,5111n. fb/Fb= 0.59 OK � 3,751n Check Bolts For Imposed Arm Loads Pin diameter= 0.88 In M= 22,050 in -lb Fy= 50,000 psi C= [M/d]/Ns Fu= 65,000 psi = 1,260 lb tmin- 0.250 in W= (LL+DL)/NS # Bolts in shear=Ns= 2 = 1,050 lb d1= 8,8 in W/Ns= 525 lb d2= 0.0 in d= 8.8 In Shear Capacity= Bolt Area * 0.4 * Fy _ [(0.875 in)A2 * pi/4] * 0.4 * 50000 psi = 12,0261b Arm to Column Connection Bearing Capacity= Bolt Diam * train * Fu * 1.2 = 17,063lb Combined stresses: (5251b/12026 Ib) + (12601b/120261b)= 0.15 OK t9 -vf IR S i St tural V is :,.. :x ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 Section Section= DBL C 9.5"x2" RF Area= 3.61 InA2 Fy= 50,000 psi Ix= 48.20 In" Iy= 9.31 InA4 Kx= 1.5 0.18801n Sx= 9.88In^3 Sy= 4,66 In^3 Ky= 1.0 9.50In rx= 3.65 in ry= 1.61 in Ix= 196 in Ly= 60 in Cm= 1.00 Loads (Single Face Rack: Full Static Arm Loads) Check Load Case 2ASCE2.4.1:: DL +LL <-1.0, ASOMethod COLUMN DL= 2001b COLUMN PL= 4,000 lb Pmax- 4,200 lb Mstotic= 88,200 in -lb Mstatic= 88,200 in- lb Combined Sress td/r)x = (1.5*196 In/3.65 In) (Id/r)y = (1*60 in/1.606 In) (id/r)max= 80.55 = 80.55 = 37.36 Cc = (2nA2E/Fy)A0.S = 107.0 SINCE (KL/r)max < Cc, USE EQ7N E2-1 Fa = [I-((ki1rj^212CCA2)lEy fa= P/AREA 5J3 + 3(ldjr)/8Cc - (kl/r)^3/8CC^3 = 1,163 psi = 18,903 psi fa/Fa= 0.06 < 0.15 fbx= M/S = 8,927 psi Pex= (12*n^2*E)/(23*(KL/r)A2) = 23,017 psi (Hi-3): Check Base Fbx= 0.6*Fy = 30,000 psi Po/Fb- 0.3 fa/Fa + fb/Fb= 0.36 (1-fa/F'e)>0= 1.00 <= 1 OK Section= DBL C 9.5' x2 Fy= 50,000 psi 2" 8.50 Iry Sx= 9.22 inA3 Fbx= 0.6*Fy Ir'—� = 30,000 psi 1° Mbase-static= 88,200 In -lb fb/Fb= 0.32 OK Q•601n Page 2Q of Qom• P � Str tural E � t$ ngineering N 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 Section Section= DBL C 9.5"x2" RF Area= 3.61 in^2 Ix= 48.20 inA4 8x= 9.88 W3 rx= 3.65 in �-4.00 In-� F0.1880 In Loads (Single Face Rack -Full Aran Loads plus lateral loads) 05wt Load Case 6b ASCE 12.4.2 3.• : (1+0.10*Sds)D + 0.75L + O.SM<=1.0, ASD Meihod COLUMN DL= 200 lb Iy= 9.31 In^4 Sy= 4.66In^3 ry= 1.61 in Stress Increase= 1.00 Py= 50,000 psi Ky= 1.0:,.>:::::9.50 In Lx= 196 in Ly= 60 in Cm= 1,00 COLUMN PL= 4,000 lb Pn►ax= 1.1 * 200 lb + 0.75 * 4000 lb Mstatic= 88,200 in -lb = 3,220 lb M= 0.75*88200 in -lb + 332673 In -lb * 0.525 Mselsmic= 332,673 In -lb = 240,803 in -lb Sds= 0.9810 (Mistatic + Mseismic) 1+0.10*Sds= 1.1000 Combined Sress (Id/r)x = (1.5*196 In/3.65 In) (kl/r)y = (1 60 in/1.606 In) = 80.55 = 37.36 Cc = (2nA2E/Fy)^0.5 (ki/r)max= 80.55 = 107.0 SINCE (KL/r)max < Cc, USE EQTN E2-1 Fa = _ (1-((kl/r)^2/2Cc^2)jEy fa= P/AREA 5/3 + 3(M/r)/8Cc - Qd/r)^3/8Cc^3 = 892 psi = 18,903 psi fa/Fa= 0.05 < 0.15 fbx= M/S = 24,373 psi Fex= (12*n^2*E)/(23*(KL/r)A2) = 23,017 psi (FI1-3): Check Base Bendin Fbx= 0.6*.Fy = 30,000 psi fb/Fb= 0.81 fa/Fa + fb/Fb= 0.86 (1-fa/Fe)= 1.00 <= 1 OK - B.SOIh Section= DBL C 9.5"x2" Fy= 50,000 psi z' (�--.►I Sx= 9.22 in^3 Fbx= 0.6*Fy 2-1- = 30,000 psi t 1,. Mbase-lateral= 240,803 in -lb fb/Fb= 0.87 OK 9•50 In Page Q j of ngineering 1200 N. Jefferson Ste. Ste F Anaheim. CA 92807 tel: 714.632.7330 Fax: 714.632.7792 CheckLoad Case : OML + 0.XLetl' + E<=1.0 Overturning Forces Seismic Forces Seismic Ovt Moment=Mseismic= 332,673 in -lb Rack DL= 200 lb LLeff=Total LL*0.67= Z680 lb load per upright V load per upright �► Mstabllizing=Mst= [0.9*(200lb+2680 Ib)]*51.51n/2 = 38,934 in- lb T seismic= [Mseismic - Mst]/d = 5,704lb netselsmic uplift Seismic shear= 2,260 lb/frame Seismic Tension per anchor= 1,901 lb Seismic Shear per anchor= 377 lb Check Anchors Anchor Type= 0.625 in diam x 4 embed Hilts Kwlkbolt TZ Per ESR 1917 Anchor Inspection Required? Yes # Ancty/base= 6 # Anchor/end= 3 Tallow= 2,550 lb Stress Increase= 1 Vallow= 2,800 lb Eqtn Exponent= 1 d Side ElwAtioh Base depth= 42.0 In Column depth= 9.5 In d= 51.5 In coelf= 0.900 Tension/anchr Shear/anchr Tallow Vallow Interactn Eq. Status Seismic 1,9011b 377lb 2,550lb 2,800lb 0.88 OK Page of S i p v Str tural is ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92007 Tel:114.632.7330 Fax: 714.632.7763 Bv: S.P. Project:EURO PRODUCTS Profec o 0-062816-2 Check Longitudinal Braoa Configuration: TYPE 4 ARMS SOL SIDED CANTILEVER RACK Brace type= X Brace Brace= Strap 1.25 x 1/4 Area=An= 0.313In^2 Ft = 0.6 * Fy = 30,000 psi ft= T/An = 2,339 psi Vlong V-long= 869lb -F T= 0.525*Vlong*Ldiag/Lh = 732 Ib 60.0 in ft/Ft= 0.08 < 1.0, OK 48.0 in —�{ Brace Panel Elevation Bay Width=Lh= 48.0 in Brace Panel Ht=Lv= 60.0 In Ldiag= 77.0 in Fy= 50,000 psi Check Brace Connection Connection= Bolted Fv-bolt= 21,000 psi Bolt Capacity= Bolt Area * Fv-bolt # Bolts= 1 = 2,319 lb OK Bolt Diam= 0.375 Page 23 of A5 Str tural is ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92007 Tel: 714.632.7330 Fax: 714.632.7763 Thickness=t= 7.0 in fc= 2,500 psi f-soll= 1,000 psf +m base depth=d= 51.5 In Base width=W= 8.5 In B= 3 Stress Increase=a= 1.00 phi= 0.65 c= 22.5 In L Check Puncture' C Pgravity-- 4,200 lb Mbase= 88,200 in -lb Povt-- Mbase/(d*0.66) = 2,595 lb FP= [(4/3) + (8/3)/Bl * (fc)"10.5 < 2.66 * (fc)A0.5 * a = 111.1 psi Puncture Stress= (P/A)/Fp = 0.08 40K Check Sending Areq= P/Ilsoll 1370 InA2 60.9 In Mslab= fsoil *:c * b-2/(2*144) = 0 In -lb fb= 5 * ph) * (fc)A0.5 * a = 162.5 psi 22.5 In Page Q/+ of S= c * tA2/6 183.8 InA3 P= 1.4 * (Pgravity + PovQ = 9,513 lb Punct Area=A= (d + t) + (W + t) * 2 * t = 1036.0 InA2 b= 60.9 In - (51.5 in. + 2 * 7 In) >t:: 0 = 0.0 In fb/Fb= (Msfab/S)/Fb = 0.00 OK Str tural is A ` ' ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.032.7330 Fax: 714.632."63 Thickness=t= 7.0 in fc= 2,500 psi f-soil= 1,000 psf base depth=d= 51.5 in Base width=W= 8.5 In 8= 3 Stress Increase=a= 1.00 phl= 0.65 c= 22.5 in �'�-- d --�— �--- b L Check Puncture C c Pgm ty= 3,2201b Mbase= 240,803 in4b Povt= Mbase/(d*0.66) = 7,085Ib Fp= ((4/3) + (8/3)/B] * (fC)A0.5 < 2.66 * (fc)A0.5 * a = 111.1 psi Puncture Stress= (P/A)/Fp = 0.1 OK Check Bending Areq= P/fsoil 16881nA2 75.0 in Mslab= fsoil * c * bA2/(2*144) = 49 in -lb Fb= 5 * phi * (fc)A0.5 * a = 162.5 psi 22.5 in S= c * tA2/6 183.8 inA3 P= 1.2*Pgravity + Povt = 11,722lb Punct Area=A= (d + t) + (W + t) * 2 * t = 1036.0InA2 b= 75 In - (51.5 In + 2 * 7 in) >= 0 = 9.5 In fb/Fb= (Msiab/S)/Fb = 0.00 OK Page A-5 of 5 FILE Structural REVIEWED FOR ODECOMPLIANCE APPROVED JAN 15 2016 C'#' of Tukwila BUILDING DIVISION Engineering 1615 Yeager Ave La Veme, Ca. 91750 Tel: 909-596-1350 Fax: 909-596-7186 Project Name : EURO PRODUCTS Project Number : P-120415-61-V Date : 12/07/15 Street Address : 14500 INTERURBAN AVE City/State : TUKWILA, WA 98188 Scope of Work : STORAGE RACK a _:Y.• V��.r C11-Y 0 F T f `A'ILA DEC 2 3 2015 PERMIT CENTER 'ROES 0 _ . 'I'll, �'�3 DEC p � 2015 Structural Concepts Engineering 1200 N. Jefferson Ste, Ste F Anaheim. CA 92807 Tel: 714 632 7330 Fax: 714 632 7763 By: BOB Project: EURO PRODUCTS Project #: P-120415-6LV TABLE OF CONTENTS TitlePage................................................................................................................ Tableof Contents..................................................................................................... Design Data and Definition of Components............................................................ CriticalConfiguration............................................................................................. SeismicLoads.......................................................................................................... Column.................................................................................................................... Beamand Connector.............................................................................................. Bracing.................................................................................................................... Anchors................................................................................................................... BasePlate................................................................................................................ Slabon Grade ........................ ....... ......................................................... ................. 7 8to9 10 11 12 13 (YPE I SELECT-EUKO Page r7 of t-3 12/G/2015 Structural Concepts Engineering 1200 N. Jefferson Ste Ste F Anaheim CA 92807 Tel* 714 632 7330 Fax: 714 632 7763 By: BOB Project: EURO PRODUCTS Project #: P-120415-6LV Design Data 1) The analyses herein conforms to the requirements of the: 2012IBC Section 2209 2013 CBC Section 2209A ANSI MH 16.1-2012 Specifications for the Design oflndustr/a/ Stee/ Storage Racks '2012 RMI Rack Design Manual" ASCE7-10, section 15.5.3 2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 5) The existing slab on grade is 5" thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 750 psf. The design of the existing slab is by others. 6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria Definition of Components Frame Height Front View: Down Aisle (Longitudinal) Frame Column Beam to Column Connector Base Plate and Anchors T Panel Height Frame Depth Section A: Cross Aisle (Transverse ) Frame Horizontal Brace Diagonal Brace TYPE I SELECT-EURO Page �, of (3 12iGI201 5 Sirdunal 0cepts �- Engineering By: BOB Project: EURO PRODUCTS Project #: P-120416-6LV Configuration & Summary: TYPE 1 SELECTIVE RACK T 12" 56" 42" 192" 42" 108" 1 .�- 42" _� Seismic Criteria # Bm Lvls Frame Depth Frame Heightl # Diagonals I Beam Length Frame Type :::] Ss=1.466, Fa=1 3 42 in 192.0 in 1 5 1 108 in I Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=3805 lb, M=17016 in -lb 0.66-OK Column & Backer None None None N/A Beam Fy=55 ksi HMH 44160/4.5" Face x 0.06" thk Lu=108 in Capacity: 5017 Ib/pr 0.5-OK Beam Connector Fy=55 ksi Lvl 1: 3 pin OK Mconn=10693 in -lb Mcap=12691 in -lb 0.84-OK Brace -Horizontal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.17-OK Brace -Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.2-OK Base Plate Fy=36 ksi 8x5x3/8 F Fixity= 8000 in -lb 0.69-OK Anchor 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2808 lb) 0.942-OK Slab & Soil 5" thk x 2500 psi slab on grade. 750 psf Soil Bearing Pressure 0.51-OK Level Load** Per Level Beam Spcg Brace Story Force I Transv Story Force Longit. Column A Column I Moment Conn. I Moment Beam Connector 1 2,500 lb 56.0 in 42.0 in 215 lb 160 lb 3,805 lb 17,016 "# 10,693 "# 3 pin OK L L,JUU lu Jo.0 In `+L.0 in '+/V ID 3 2,400 lb 56.0 in 42.0 in 619 lb 42.0 in 12.0 in .Izl ID 2,b2u I 10,970 "# 7,005 "# 3 pin OK 463 lb 1,235 lb 6,479 "# 3,129 "# 3 pin OK • Load defined as product weight per pair of beams Total: 1,263 lb 944 lb Notes TYPE I SELECT-EURO Page (-f of /-3 1 21GI2015 Structural Concepts Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714 632 7330 Fax: 714 632 7763 By: BOB Project: EURO PRODUCTS Project #: P-120415-6LV Seismic Forces Configuration: TYPE 1 SELECTIVE RACK Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6 & ASCE 7-10 sec 15.5.3 Ss= 1.466 Transverse (Cross Aisle) Seismic Load S1= 0.548 V= Cs*Ip*Ws=Cs*lp*(0.67*P*Prf+D) 110. vt Fa= 1.000 Csl= Sds/R Fv= 1.500 = 0.2443 Cs -max * Ip= 0.2443 Sds=2/3*Ss*Fa= 0.977 Cs2= 0.044*Sds Vmin= 0.015 Shc=2/3*S1*Fv= 0.548 = 0.0430 Eff Base Shear=Cs= 0.2443 Transverse Elevation Ca=0.4*2/3*Ss*Fa= 0.3909 Cs3= 0.5*S1/R WS= (0.67*PLRF1 * PL)+DL (RMI 2.6.2) (Transverse, Braced Frame Dir.) R= 4.0 = 0.0685 = 5,1681b Ip= 1.0 Cs -max= 0.2443 ransv=Vt= 0.2443 * (210 lb + 4958 Ib) PRF1= 1:0 Base Shear Coeff=Cs= 0.2443 rEt.,ransverse=1,263 Ib Pallet Height=hp= 48.0 init StatesLeveiTransverseseismicshearperupright DL per Beam Lvl= 70 lb Level PRODUCrLOAD P P*0.67*PRF1 DL hi wi*hi R Fi*(hi+hp/2) 1 2,500 lb 1,675 lb 70 lb 56 in 97,720 214.6 lb 17,168-# 2 2,500 lb 1,675 lb 70 lb 112 in 195,440 429.2 Ib 58,371-# 3 2,400 lb 1,608 lb 70 lb 168 in 281,904 619.1 lb 118,867-# sum: P=7400lb 4,958lb 210 lb W=5168lb 575,064 1,263lb 7-=194,406 Longitudinal (Downaisle) Seismic Load Similarly for longitudinal seismic loads, using R=6.0 Ws= (0.67 * PLRF2. * P) + DL PRF2= 1.0 ,. Csl=Shc/(T*R)= 0.1827 = 5,168 lb (Longitudinal, unbraced Dir.) R= 6.0 t� Cs2= 0.0430 Cs=Cs-max*Ip= 0.1827 T= 0.50 sec Cs3= 0.0457 Vlong= 0.1827 * (210 lb + 4958 Ib) Cs -max= 0.1827 Elongitudinal= 944lb Limit States Level tongit seismic shearperupright Level PRODUC LOAD P P*0.67*PRF2 DL hi wi*hi Fi Front view 1 2,500 lb 1,675 lb 70 lb 56 in 97,720 160.4 Ib 2 2,500 Ib 1,675 lb 70 lb 112 in 195,440 320.8 Ib 3 2,400 lb 1,608 lb 70 lb 168 in 281,904 462.8 lb sum: 4,958 lb 210 lb W=5168 lb 575,064 944 lb TYPE I SELECT-EURO Page 5 of / 3 1 2/6/201 5 Structural Concepts T Engineering 1200 N. Jefferson Ste, Ste F Anaheim CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: EURO PRODUCTS Project #: P-120415-6LV Downaisle Seismic Loads Configuration: TYPE 1 SELECTIVE RACK Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity. Seismic Story Forces Typical {came made Vlong= 944lb Tributaryarea oftwocolumns Vcol=Vlong/2= 472 lb ofrack l ame - - F1= 160 lb ED E� KIi E� K , � Typical Frame made F2= 321lb r , oftwocolumns F3= 463 lb RE E4 0 i E r 0 E4 E];Ei KIrEE ------- Top View 96`— —— — — — — — Front View 51dc View Seismic Story Moments Conceptual System C01 Mbase-max= 8,000 in -lb <__= Default capacity hl-eff= hl - beam clip height/2 Mbase-v= (Vcol*hieff)/2 = 53 in Vcol = 12,508 in -lb <__- Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 8,000 in -lb M 1-1= [Vcol * hleff]-Mbase-eff M 2-2= [Vcoi-(Fl)/2] * h2 = (472 lb * 53 in)-8000 in -lb = [472 lb - 160.4 Ib]*56 in/2 = 17,016 in -lb = 10,970 in -lb Mseis= (Mupper+Mlower)/2 Beam to Column Elevation Mseis(1-1)= (17016 in -lb + 10970 in-lb)/2 Mseis(2-2)= (10970 in -lb + 6479 in-lb)/2 = 13,993 in -lb . = 8,725 in -lb rho= 1.0000 Summary of Forces LEVEL hi Axial Load Column Moment** Mseismic** Mend -fixity Mconn** Beam Connector 1 56 in 3,805 lb 17,016 in -lb 13,993 in -lb 1,283 in -lb 10,693 in -lb 3 pin OK 2 56 in 2,520 lb 10,970 in -lb 8,725 in -lb 1,283 in -lb 7,005 in -lb 3 pin OK 3 56 in 1,235 lb 6,479 in -lb 3,240 in -lb 1,231 in -lb 3,129 in -lb 3 pin OK Mconn= (Mseismic + Mend-fixity)*0.70*rho Mconn-allow(3 Pin)= 12,691 in -lb **all moments based on limit states level loading TYPE I SELECT-EURO Page 6, of /,3 1 2iGi201 5 Structural Concepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: EURO PRODUCTS Project #: P-120415-61-V Column (Longitudinal Loads) Configuration: TYPE 1 SELECTIVE RACK Section Properties Section: Hannibal IF3014-3x3xl4ga 3.000 in �f Aeff = 0.643 in Iy = 0.749 in Kx = 1.7 x Ix = 1.130 in^4 Sy = 0.493 in^3 Lx = 53.8 in Sx= 0.753inA3 ry= 1.080in Ky= 1.0 Y_._.r._.-Y 3.000in rx = 1.326 in S2f= Fy= 55 ksi Cmx= 0.85 Ly = 42.0 in Cb= 10.075 in 1.67 1.0 E= 29,500 ksi - 0.75 in Loads Considers loads at level 1 COLUMN DL= 105 lb Critical load cases are: RMI Sec 2.1 COLUMN PL= 3,700 lb Load Case 5.• : (1+0.105*5ds)D + 0.75*(1.4+0.145ds)*B*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method Mcol= 17,016 in -lb axial load coef ..• 0.80683155 * P seismic moment coeff: 0.5625 * Mcol Sds= 0.9773 Load Case 6.• : (1+0.104*5ds)D + (0.85+0.145ds)*5*P + (0. 7*rho *E) < = 1.0, ASD Method 1+0.105*Sds= 1.1026 axial load coeff.• 0.69078 seismic moment coef ..• 0.7 * Mcol 1.4+0.14Sds= 1.5368 By analysis, Load case 6 governs utilizing loads as such 1+0.14Sds= 1.1368 0.85+0.14*Sds= 0.9868 Axial Load=Pax= 1.136822*1051b+0.986822*0.7*37001b Moment=Mx= 0.7*rho*Mcol B= 0.7000 = 2,675 lb = 0.7 * 17016 in -lb rho= 1.0000 = 11,911 in -lb Axial Analysis KxLx/rx = 1.7*53.75"/1.326" KyLy/ry = 1*42"/1.08" Fe > Fy/2 = 68.9 = 38.9 Fn= Fy(1-Fy/4Fe) = 55 ksi*[1-55 ksi/(4*61.3 ksi)] Fe= n^2E/(KL/r)max^2 Fy/2= 27.5 ksi = 42.7 ksi = 61.3ksi Pa= Pn/f2c Pn= Aeff*Fn Qc= 1.92 = 27434lb/1.92 = 27,434lb = 14,289lb P/Pa= 0.19 > 0.15 Bending Analysis Check: Pax/Pa + (Cmx*Mx)/(Max*px) <_ 1.0 P/Pao + Mx/Max 5 1.0 Pno= Ae*Fy Pao= Pno/4c Myield=My= Sx*Fy = 0.643 in^2 *55000 psi = 35365lb/1.92 = 0.753 in^3 * 55000 psi = 35,365 lb = 18,419 Ib = 41,415 in -lb Max= My/4f = 41415 in-Ib/1.67 = 24,799 in -lb px= {1/[1-(4c*P/Pcr)]}^-1 ={1/[1-(1.92*2675lb/39404lb)j}^-1 = 0.87 Combined Stresses Pcr= n^2EI/(KL)max^2 = n^2*29500 ksi/(1.7*53.75 in)^2 = 39,404 Ib (2675 Ib/14289 lb) + (0.85*11911 in-Ib)/(24799 in-Ib*0.87) = 0.66 < 1.0, OK (EQ C5-1) (2675 Ib/18419 lb) + (11911 in-Ib/24799 in -lb) = 0.63 < 1.0, OK (EQ C5-2) "For comparison, total column stress computed for load case 5 is: 58.0% 7 loads 3101.0514675lb Axial and M= 8933 in -lb TYPE I SELECT-ELRO Page / of / -3 1 21GI201 5 StrCtural onffingineering is 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: EURO PRODUCTS Project #: P-120415-6Lv BEAM Configuration: TYPE 1 SELECTIVE RACK DETERMINE ALLOWABLE MOMENT CAPACITY 2.75 in Al Check compression flange for local bucklinq (B2.1 w= c - 2*t -2*r = 1.625 in - 2*0.06 in - 2*0.06 in = 1.385 in w/t= 23.08 1=lambda= [1.052/(k)^0,5] * (w/t) * (Fy/E)^0.5 = [1.052/(4)^0.5] * 23.08 * (55/29500)^0.5 = 0.524 < 0.673, Flange is fully effective B) check web for local buckling per section b2.3 fl(comp)= Fy*(y3/y2)= 50.69 ksi f2(tension)= Fy*(yl/y2)= 102.45 ksi Y= f2/f1 Eq. B2.3-5 = -2.021 k= 4 + 2*(1-Y)^3 + 2*(1-Y) Eq. B2.3-4 = 65.18 flat depth=w= yl+y3 = 4.260 in w/t= 71 1=lambda= [1.052/(k)^0.5] * (w/t) * (fl/E)^0.5 = [1.052/(65.18)^0.5] * 4.26 * (50.69/29500)^0.5 = 0.384 < 0.673 be=w= 4.260 in b2= be/2 bl= be(3-Y) = 2.13 in = 0.848 bl+b2= 2.978 in > 1.41 in, Web is fully effective Determine effect of cold working on steel yield point (Fya) per section A7.2 Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1) Lcorner=Lc= (p/2) * (r + t/2) 0.141 in C= 2*Lc/(Lf+2*Lc) Lflange-top=Lf= 1.385 in = 0.169 in m= 0.192*(Fu/Fy) - 0.068 (EQ A7.2-4) = 0.1590 Bc= 3.69*(Fu/Fy) - 0.819*(Fu/Fy)^2 - 1.79 = 1.427 since fu/Fv= 1.18 < 1.2 and r/t= 1 < 7 OK then Fyc= Bc * Fy/(R/t)^m (EQ A7.2-2) = 78.485 ksi Thus, Fya-top= 58.97 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth -Ycg) = 114.48 ksi (tension stress at bottom) Check allowable tension stress for bottom flange Lflange-bot=Lfb= Lbottom - 2*r*-2*t = 2.510 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.101 Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf = 57.37 ksi Fya= (Fya-top)*(Fyb/Fya-bottom) = 29.56 ksi Eq. B2.1-4 4.500 in Eq. B2.1-1 OK Eq B2.3-2 depth (EQ A7.2-3) r1.63 in 1.625 in 0.060 in Beam= HMH 44160/4.5" Face x 0.06" thk Ix= 2.132 in^4 Sx= 0.893 in^3 Ycg= 2.970 in t= 0.060 in Bend Radius=r= 0.060 in Fy=Fyv= 55.00 ksi Fu=Fuv= 65.00 ksi E= 29500 ksi top flange=b= 1.625 in bottom flange- 2.750 in Web depth= fy fl (comp) ,sion) yl= Ycg-t-r= 2.850 in y2= depth-Ycg= 1.530 in y3= y2-t-r= 1.410 in if F= 0.95 Then F*Mn=F*Fya*Sx= 25.07 in k StriCtural once is �n ineerin 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: EURO PRODUCTS Project #: P-120415-6w BEAM Configuration: TYPE 1 SELECTIVE RACK RMI Section 5.2, PT II Section Beam= HMH 44160/4.5" Face x 0.06" thk Ix=Ib= 2.132 in^4 Sx= 0.893 in^3 t= 0.060 in Fy=Fyv= 55 ksi Fu=Fuv= 65 ksi Fya= 59.0 ksi 1. Check Bendina Stress Allowable Loads Mcenter=F*Mn= W*L*W*Rm/8 E= 29500 ksi F= 150.0 L= 108 in Beam Level= 1 P=Product Load= 2,500 lb/pair D=Dead Load= 70lb/pair W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P RMI2.2, item 8 FOR DL=2% of PL, W= 1.599 Rm= 1 - [(2*F*L)/(6*E*Ib + 3*F*L)] 1 - (2*150*108 in)/[(6*29500 ksi*2.132 inA3)+(3*150*108 in)] = 0.924 if F= 0.95 Then F*Mn=F*Fya*Sx= 50.03 in-k Thus, allowable load per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*W) = 50.03 in-k * 8 * 2/(108in * 0.924 * 1.599) = 5,017 lb/pair allowable load based on bending stress Mend= W*L*(1-Rm)/8 _ (5017 lb/2) * 108 in * (1-0.924)/8 = 2,574 in -lb @ 5017 lb max allowable load = 1,283 in -lb @ 2500 lb imposed product load 2. Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= i - (4*F*L)/(5*F*L + 10*E*Ib) = 1 - (4*150*108 in)/[(5*150*108 in)+(10*29500 ksi*2.132 inA4)] = 0.909 in if Dmax= L/180 Based on L1180 Deflection Criteria and Dss= 5*W*LA3/(384*E*Ib) L/180= 5*W*LA3*Rd/(384*E*Ib*# of beams) solving for W yields, W= 384*E*I*2/(180*5*LA2*Rd) = 384*2.132 inA4*2/[180*5*(108 in)^2*0.909) = 5,062 Ib/pair allowable load based on deflection limits Thus, based on the least capacity of item 1 and 2 above: 2.75 in r1.63 in 4.500 in 1.625 in 0.060 in Allowable Deflection= L/180 = 0.600 in Deflection at imposed Load= 0.299 in Allowable load= 5,017 lb/pair Imposed Product Load= 2,500 lb/pair Beam Stress= 0.5 Beam atLevel I �r � Lnnino_o_rinn 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: BOB Project: EUPO PRODUCTS Project #: P-1 2041 5- 3 Pin Beam to Column Connection TYPE 1 SELECTIVE RACK e beam end moments Shown herein Show the result of the maximum induced 1xe end monents form seismic + s a is oa s and the code mandated minimum value of 1.5%(DL+PL) Mconn max= (Mseismic + Mend-fixity)*0.70*Rho = 10,693 in -lb Load at level 1 Connector Type= 3 Pin Shear Capacity of Pin Pin Diam= 0.44 in Fy= 55,000 psi Ashear= (0.438 in)^2 * Pi/4 = 0.1507 in^2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi * 0.1507inA2 = 3,315 lb Bearing Capacity of Pin tcol= 0.075 in Omega= 2.22 Fu= 65,000 psi a= 2.22 Pbearing= alpha * Fu * diam * tcol/Omega = 2.22 * 65000 psi * 0.438 in * 0.075 in/2.22 = 2,135 lb < 3315 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in Fy= 55,000 psi C= P1+P2+P3 tclip= 0.18 in Sclip= 0.127 in,,3 = Pl+P1*(2.5"/4.5")+P1*(0.5"/4.5") = 1.667 * P1 Mcap= Sclip * Fbending C*d= Mcap = 1.667 d= E/2 = 0.127 in A 3 * 0.66 * Fy = 0.50in = 4,610 in -lb Pclip= Mcap/(1.667 * d) = 4610.1 in-lb/(1.667 * 0.5 in) Thus, P1= 2,135 lb = 5,531 lb Mconn-allow=[P1*4.5"+P1*(2.5"/4.5")*2.5"+P1*(0.5"/4.5")*0.5"] = 2135 LB*[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"] = 12,691 in -lb > Mconn max, OK rho= 1.0000 VFE I SELECT-EURO Page 0 of 2/6/2015 Structural Concepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim CA 92807 Tel: 714 632 7330 Fax: 714 632 7763 By: BOB Project: EURO PRODUCTS Project #: P-120415-6LV Transverse Brace Configuration: TYPE 1 SELECTIVE RACK Section Properties Diagonal Member= Hannibal 1-1/2x1-1/2x16ga Horizontal Member= Hannibal 1-1/2x1-1/2x16ga Area= 0.273 inA2 1.500 in Area= 0.273 inA2 1.500 in r min= 0.496 in r min= 0.496 in Fy= 55,000 psi Fy= 55,000 psi K= 1.0 1.500 in K= 1.0 1.500 in Qc= 1.92 in�Frame Dimensions 0.25 0.25 in Bottom Panel Height=H= 42.0 in Clear Depth=D-B*2= 36.0 in Frame Depth=D= 42.0 in X Brace= NO Column Width=B= 3.0 in rho= 1.00 I Member 0 Load Case 6, : (1 t * 85+0,145ds)*B*P + [0.7*r17o*EJ<= 1.0, ASD Method Vtransverse= 1,2631b Vb=Vtransv*0.7*rho= 1263 Ib * 0.7 * 1 = 8841b Ldiag= [(D-B*2)A2 + (H-6")A2]A1/2 = 50.9 in Pmax= V*(Ldiag/D) * 0.75 = 804 Ib axial load on diagonal brace member Pn= AREA*Fn = 0.273 inA2 * 27657 psi = 7,550lb Pallow= Pn/4 = 7550 Ib /1.92 = 3,932lb Pn/Pallow= 0.20 <= 1.0 OK Horizontal brace Vb=Vtransv*0.7*rho= 884 Ib Vb (kl/r)= (k * Ldiag)/r min = (1x50.9in/0.496in) = 102.6 in Fe= PiA2*E/(kl/r)A2 = 27,658 psi Since Fe>Fy/Z, 3" tyyypp Fn= Fy*(1-fy/4fe) s = 27,657 psi (kl/r)= (k * Lhoriz)/r min Fe= piA2*E/(kl/r)A2 = (1 x 42 in) /0.496 in = 40,584 psi = 84.7 in Since Fe>Fy/2, Fn=Fy*(1-fy/4fe) Pn= AREA*Fn = 36,366 psi = 0.273inA2*36366 psi = 9,928 Ib Pn/Pallow= 0.17 <= 1.0 OK Check End Weld Lweld= 2.5 in -�D0� Ldiag H Pmax Typical Panel Configuration Fu= 65 ksi tmin= 0.060 in Weld Capacity= 0.75 * tmin * L * Fu/2.5 = 2,925lb OK Fy/2= 27,500 psi Pallow= Pn/f2c = 9928 Ib /1.92 = 5,171 Ib TYPE I SELECT-EURO Page C of l—�, 12161201 5 Structural Concepts Engineering By: BOB Project: EURO PRODUCTS Project M P-120415-6LV Single Row Frame Overturning Configuration: TYPE 1 SELECTIVE RACK Loads Critical Load case(s):r- 1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp - E*rho Vtrans=V=E=Qe= 1,263lb DEAD LOAD PER UPRIGHT=D= 210 lb PRODUCT LOAD PER UPRIGHT=P= 7,400 lb Papp=P*0.67= 4,958 lb Wst LC1=Wst1=(0.70454*D + 0.70454*Papp*1)= 3,641 lb Product Load Top Level, Ptop= 2,400 lb DL/Lvl= 70 lb Seismic Ovt based on E, E(Fi*hi)= 194,406 in -lb hei ht/de th ratio= 4.0 in Sds= 0.9773 (0.9-0.2Sds)= 0.7045 (0.9-0.2Sds)= 0.7045 B= 1 0000 rho= 1.0000 Frame Depth=Df= 42.0 in Htop-Ivl=H= 168.0 in # Levels= 3 # Anchors/Base= 2 h = 48.0 in hp I'*- Df t SIDE ELEVATION A Fully Loaded Rack h=H+h 2= 192.0 in Load case 1: Movt= E(Fi*hi)*E*rho Mst= Wstl * Df/2 T= (Movt-Mst)/Df = 194,406 in -lb = 3641 lb * 42 in/2 = (194406 in -lb - 76461 in-lb)/42 in = 76,461 in -lb = 2,808 lb Net Uplift per column Net Seismic U lift= 2,808 lb Strength Level B Top Level Loaded Only Load case 1: ID Vl=Vtop= Cs * Ip * Ptop >= 350 lb for H/D >6.0 Movt= [Vl*h + V2 * H/2]*0.7*rho = 0.2443 * 2400 lb = 81,818 in -lb = 586lb T= (Movt-Mst)/Df Vleff= 586 lb Critical Level= 3 = (81818 in -lb - 38616 in-lb)/42 in V2=VpL= Cs*Ip*D Cs*Ip= 0.2443 = 1,029 lb Net uplift per Column = 51 lb Mst= (0.70454*D + 0.70454*Ptop*1) * 42 in/2 = 38,616 in -lb Net Seismic U lift= 1,029 lb Strength Level Anchor Check (2) 0.5" x 3.25" Embed HILTI KWIKBOLT TZ anchor(s) per base plate. Special inspection is required per ESR 1917. Pullout Capacity=Tcap= 1,588 lb L.A. City Jurisdiction? NO Tcap*Phi= 1,588 lb Shear Capacity=Vcap= 1,258 lb Phi= 1 Vcap*Phi= 1,258 lb Fully Loaded: (1404 lb/1588 lb)-1 + (315 Ib/1258 lb)-1 = 1.13 <= 1.2 OK Top Level Loaded: (514 Ib/1588 Ib)^1 + (146 Ib/1258 Ib)^i = 0.44 <= 1.2 OK TYPE I SELECT-EURO Page /t of /3 121GI2015 Structural Concepts Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714 632 7330 Fax: 714 632 7763 By: BOB Project: EURO PRODUCTS Project #: P-120415-61-V Base Plate Configuration: TYPE 1 SELECTIVE RACK Section 4— a --► P Baseplate= 8x5x3/8 Eff Width=W = 8.00 in a = 3.00 in Mb Eff Depth=D = 5.00 in Anchor c.c. =2*a=d = 6.00 in Column Width=b = 3.00 in N=# Anchor/Base= 2 I b I4— L Column Depth=dc = 3.00 in Fy = 36,000 psi W L = 2.50 in Plate Thickness=t = 0.375 in Downaisle Elevation Down Aisle Loads Load Case 5. ; (1+0.105*5ds)D + 0.75*[(1.4+0.145ds)*B*P + 0.75*[0.7*rho*E/<= 1.0 ASD Method COLUMN DL= 105 lb Axial=P= 1.1026165 * 105 lb + 0.75 * (1.536822 * 0.7 * 3700 lb) COLUMN PL= 3,700 lb = 3,101 lb Base Moment= 8,000 in -lb Mb= Base Moment* 0.75*0.7*rho 1+0.105*Sds= 1.1026 = 8000 in -lb * 0.75*0.7*rho 1.4+0.14Sds= 1.5368 = 4,200 in -lb Eff( 6= 0.70t10 Axial Load P = 3,101 lb Mbase=Mb = 4,200 in -lb Effe Axial stress=fa = P/A P/(D*W) M1= wL^2/2= fa*L^2/2 = 78 psi = 242 in -lb Moment Stress=fb = M/S = 6*Mb/[(D*B^2] Moment Stress=fb2 = 2 * fb * L/W = 78.8 psi = 49.2 psi Moment Stress=fbl = fb-fb2 M2= fbl*L^2)/2 I = 29.5 psi = 92 in -lb M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*L^2 Mtotal = M1+M2+M3 = 103 in -lb = 437 in-lb/in S-plate = (1)(t^2)/6 Fb = 0.75*Fy = 0.023 in^3/in = 27,000 psi fb/Fb = Mtotal/[(S-plate)(Fb)] F'p= 0.7*F'c = 0.69 OK = 1,750 psi OK Tanchor =(Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 1,588 lb OK = -1,121 lb No Tension Cross Aisle Loads C 4a/bed—RMlSecZ1,&-4.(1+0.115dr)DL+(1+0.14505)PL'0.75+ELY7.75a=1.0,ASOMethcd Check uplift load on Baseplate Pstatic= 3,101 lb Movt*0.75*0.7*rho= 102,063 in -lb Pseismic= Movt/Frame Depth Frame Depth= 42.0 in = 2,430 lb P=Pstatic+Pseismic= 5,531lb b =Column Depth= 3.00 in L =Base Plate Depth -Col Depth= 2.50 in fa = P/A = P/(D*W) = 138 psi Sbase/in = (1)(t^2)/6 = 0.023 in^3/in fb/Fb = M/[(S-plate)(Fb)] 0.68 OK M= wL^2/2= fa*L^2/2 = 432 in-lb/in Fbase = 0.75*Fy = 27,000 psi Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. 'When the base plate configuration consists of two anchor bolts located on either side of the column and a net uplift force exists, the minimum base plate thickness shall be determined based on a design bending moment in the plate equal to the uplift force on one anchor times 1/2 the distance from the centerline of the anchor to the nearest edge of the rack column" T I�cs Ta Mu Ta Elevation Uplift per Column= 2,808 Ib Qty Anchor per BP= 2 Net Tension per anchor=Ta= 1,404 lb c= 2.50 in Mu=Moment on Baseplate due to uplift= Ta*c/2 = 1,755 in -lb Splate= 0.117 in^3 TYPE ! SELECT-EUP0 Page I 2—of / 312/6/20I 5 Structural Concepts Engineering 1200 N. Jefferson Ste. Ste F Anaheim, CA 92807 Tel: 714,632.7330 Fax: 714.632.7763 By: BOB Project: EURO PRODUCTS Project #: P-120415-61-V Slab on Grade Configuration: TYPE 1 SELECTIVE RACK x it~I~ c +I - y L ►I SLAB ELEVATION Base Plate Concrete fc= 2,500 psi tslab=t= 5.0 in tell= 5.0 in phi=O=: Q.6 Soil fsoil= 750 psf Movt= 136,084 in -lb Frame depth= 42.0 in Sds= 0.977 0.2*Sds= 0.195 Effec. Baseplatewidth=B= 8.00 In width=a= 3.00 in a. 0.600-' Effec. Baseplate Depth=D= 5.00 in depth=b= 3.00 in a=B/D= 1.600 midway dist face of column to edge of plate=c= 5.50 in F'c^0.5= 50.00 psi Column Loads midway dist face of column to edge of plate=e= 4.00 in DEAD LOAD=D= 105 lb per column Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5 unfactoredASDload = 1.39546 * 105 lb + 1.39546 * 0.7 * 3700 lb + 1 * 3240 lb PRODUCT LOAD=P= 3,700 lb per column = 7,001 lb unfactoredASD load Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7 Papp= 2,479 lb per column = 0.70454 * 105 lb + 0.70454 * 0.7 * 2479 lb + 1 * 3240 lb P-seismic=E= (Movt/Frame depth) = 4,537 lb = 3,240 lb per column Load Case 3) 1.2*D + 1.4*P RMI SEC 2.2 EQTN 1,2 unfactored Limit State load = 1.2*105 lb + 1.4*3700 lb B= 0.7000 = 5,306 lb rho= 1.0000 Load Case 4) 1.2*D + 1.0*P + 1.0E ACI 318-II Sec 9.2.1,Egh 9-5 Sds= 0.9773 = 7,066 lb 1.2 + 0.2*Sds= 1,3955 Effective Column Load=Pu= 7,066 lb Per column 0. 9 - 0.20Sds= 0.7045 Puncture Apunct= [(c+t)+(e+t)]*2*t = 195.0 in^2 Fpunctl= [(4/3 + 8/(3*p)] * *(F'C^0.5) fv/Fv= Pu/(Apunct*Fpunct) = 90. psi = 0.454 < 1 OK Fpunct2= 2.66 * % * (F'c^0.5) = 79.8 psi Fpunct eff= 79.8 psi Slab Bending Pse=DL+PL+E= 7,066 lb Asoil= (Pse*144)/(fsoil) L= (Asoil)^0.5 y= (c*e)^0.5 + 2*t = 1,357 inA2 = 36.84 in = 14.7 in x= (L-y)/2 M= w*x^2/2 S-slab= 1*teff^2/6 = 11.1 in = (fsoil*x^2)/(144*2) = 4.17 in^3 Fb= 5*(phi)*(fc)^0.5 = 319.3 in -lb fb/Fb= M/(S-slab*Fb) = 150. psi = 0.511 < 1, OK TYPE I SELECT-EUKO Page 13 of % 3 121GI201 5 City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director 6/1 /2016 DAVID NORRIS 3500 W VALLEY HWY N - SUITE B 102 AUBURN, WA 98001 RE: Permit No. D 15-0313 EURO PRODUCTS 14570 INTERURBAN AVE Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 7/25/2016. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 7/25/2016, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Rachelle Ripley i Permit Technician File No: D15-0313 6300 Southcenter Boulevard Suite #100 9 Tukwila, Washington 98188 • Phone 206-431-3670 0 Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0313 DATE: 06/29/16 PROJECT NAME: EURO PRODUCTS SITE ADDRESS: 14570 INTERURBAN AVE S Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: k4/ Af 1-01 MA NY Build ng Division Fire Prevention Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 06/30/16 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/28/16 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: Denied ❑ (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 1211812013 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0313 DATE: 12/24/15 PROJECT NAME: EURO PRODUCTS SITE ADDRESS: 14570 INTERURBAN AVE X Original Plan Submittal Response to Correction Letter #, Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: P,-E &(x, M� Nc- Building Division Fire Prevention ® Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 12/24/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 01/21/16 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: 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 PROJECT NAME: Gyyo Tro Q PERMIT NO: US —Q ,3 3 SITE ADDRESS: �� � Vol 5 ORIGINAL ISSUE DATE: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF I TIALS Summary of Revision: �A St�J'eve t.ci d r Received by: - REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://wAw.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: �� Plan Check/Permit Number: ( �' 31 ❑ Response to Incomplete Letter # RECEIVED ❑ Response to Correction Letter # CITE( OF TUKWILA Revision # after Permit is Issued' JUN 2 9 2016 ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # PERMIT CENTER Project Name: Ea QRZ�VC� Project Address: 1��j�L% �%1j �DIJ Poj)t"-:2 `'j 100 0 Contact Person:y)[7 Oy(21?I5 Phone Number: Sheet Number(s):) / UT / "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ./, (/t 271/ Entered in TRAKiT on W Tertnit CenterUemplatesTorms\Revision Submittal Form.doc Revised: August 2015 RAYMOND HANDLING CONCEPTS CORP Page 1 of 2 40 Washington State Department of Labor & Industries Home .Espaiiol Contact. Search L&I A-Z .In(lex Hell) Vtv Secure I: &I Safety & Health Claims & Insurance Workplace Rights Trades & Licensing RAYMOND HANDLING CONCEPTS CORP Owner or tradesperson 41400 BOYCE ROAD FREMONT, CA94538 Principals 253-333-2100 RAYMOND, STEPHEN KOEL,STEVE STERNBERG,PAUL GABORRO,ALEX Doing business as RAYMOND HANDLING CONCEPTS CORP WA UBI No. Business type 601 785 727 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. RAYMOHCO34KB Effective — expiration 05/02/1997-10/0612017 Bond ................ FEDERATED MUTUAL INS CO $12,000.00 Bond account no. 1090263 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 08/10/2015 10/01/2015 Expiration date 10/01/2016 https://secure.Ini.wa.gov/verify/Detail.aspx?UBI=601785727&LIC=RAYMOHCO34KB&SAW= 1/27/2016 �EVIEWED FOR -)DE COMPLIANCE APPROVED 1 2 0 2016 hq fx— City of Tukwila .UILDING DlVisjorq 3„ GENERAL PROJECT NOTES / 1. DESIGNED PER REQUIREMENTS OF THE 2012 IBC, ASCE 7-10 & / 2012 RMI RACK DESIGN MANUAL 2. SEISMIC CRITERIA Ss = 1.471, S1 = 0.550, Fa = 1.00, Fv = 1.50, Ip = 1.0 (NO PUBLIC ACCESS), Sds = 0.980, Sd1 = 0.550 OCC. CATAG. II, SITE CLASS D, SEISMIC DESIGN CATAG. D. / 3. STORAGE CAPACITY: z ❑ TYPE 1 SELECTIVE RACK = 2500# PER LEVEL TYP. O 1 " 12" MIN. 1 1 /2" 4. ANCHORS HILTI KWIK BOLT TZ ESR# 1917 OR POWER SD2 ESR#2502, iu > AS USED IN CALCULATIONS OR ICC & ENGINEER APPROVED EQUAL. m 1/8" 1-1/2" TYP'— — — — — — — — — — — — _ 1/2"0 x 3-1/4" MIN. EMBED. 3/g"vmj I (2) ANCHOR PER BASEPLATE. COLUMN 3/16" TMP' — — — ry } + 5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION. 1 1 /2" 6. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 7" x 2500 PSI. �8"� ❑ I — — — — — 7. SOIL BEARING PRESSURE 1000 PSF @ GRADE OR BETTER 3 3/8'� 8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY �!�. WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE 11 16" INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR LEGIBLE PRINT. — — — — — — — — — — — 9. ALL BOLTS GR. 5 OR BETTER. INSTALL TO SNUG TIGHT FIT WITH ALL PLYS IN FLAT CONTACT 10. ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS \ \ 3/8" QC X 7/8" SLOT 3/4„ CERTIFIED WELDERS USING E70XX ELECTRODE OR BETTER. FIELD WELDS, IF W ❑ 4 PLCS ANY, SHALL BE PROVIDED UNDER THE SUPERVISION OF A LICENSED DEPUTY INSPECTOR. 1— 11. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN. OF 18" BETWEEN Q TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR. NOTES: USE @ ALL SELECTIVE RACK COLUMN/BASE LOCATIONS TYP. Qo DESCRIPTION BASE PLATE: 8" x 5" DESCRIPTION COLUMN: HMH IF 3014 DESCRIPTION BRACING: HORIZ. & DIAG. DESCRIPTION ROW SPACER NOTES: MATERIAL 3/8" THICK PLATE MATERIAL 14 GAGE THK. MATERIAL 16 GAGE STEEL NOTES: MATERIAL 14 GAGE ATTACH WITH (4) 3/8--0 GR. 5 BOLTS, m STEEL YIELD ASTM A36, Fy=36,000 PSI STEEL YIELD ASTM A570, Fy=55,000 PSI STEEL YIELD ASTM A570, Fy=55,000 PSI USE @ALL BRACE LOCATIONS TYP. STEEL YIELD ASTM A36, F = 36,000 PSI (2) @ EACH END G) o rn x LL- Lo 1 Qo 11 /16' 3/16 TYP. 1 3/4�� 1 1 W z 1 5/8° BASE PLATE F.F. Ln 0 Q 6" 0. . L.LLJ U 5/160 _ 1 " z SAFETY PIN 3/4 — �� LIJ MIN. EMBED. Q J 4 1 /2 > O � Q Z47"�� .�3 3/16"--4 / CL 7/160 GR. 55 RIVET �1 /2"4 l (� TYP. 3/16' v `00 DESCRIPTION 3-PIN CONNECTOR DESCRIPTION 4-1/2" BEAM (#44160) DESCRIPTION HILTI KWIK BOLT TZ ANCHOR NOTES: NOTES: (-- MATERIAL 7 GAGE USE @ ALL BEAM TO COLUMN CONNECTION MATERIAL 16 GAGE NOTES: SIZE 1 /2"O x 3-1 /4" MIN. EMBED. SEE NOTE #4 ABOVE FOR ANCHOR STEEL YIELD ASTM A570, Fy=55,000 PSI LOCATIONS TYP. STEEL YIELD ASTM A570, Fy=55,000 PSI USE @ ALL BEAM LOCATIONS TYP. ESR# 1917 SPECS. O cn 00 co d rn TYPE 1 SELECTIVE RACK 0 `t m 108 42' 12" MIN. 0 c m w 0 z � 1 0 Lo T 4111 W 56)" _ z 192" P�OLx A EVIEWED FO z of Nosy, E CO ` ROVED Y U 4 ?� 3 tr, `� UL 2 2016 0 z > Uj = o SJr�NAL City of Tukwila LU ExP'rmo 2maDING DIVISI M 8 5 4" JUN202016� ggvv tP' p p R m- P JOB NO. (31 T Y OF TUIWALA Q-061416-9 FRONT VIEW SIDE VIEW JUId 2 9 2016 SHEET NO. PERMIT CENTER SCE 1 OF 2 DESCRIPTION STORAGE RACK ELEVATIONS GENERAL PROJECT NOTES ,L 9: 1. DESIGNED PER REQUIREMENTS OF THE 2012 IBC, ASCE 7-10 & 2012 RMI RACK DESIGN MANUAL 2. SEISMIC CRITERIA Ss = 1.471, S1 = 0.550, Fa = 1.00, Fv = 1.50, 7 GA. Ip = 1.0 (NO PUBLIC ACCESS), Sds = 0.980, Sd1 = 0.550 OCC. CATAG. II, COLUMN 3 j SITE CLASS D, SEISMIC DESIGN CATAG. D. I I I I 9 1 /2"- ? DA. 3. STORAGE CAPACITY: it I I I TYPE 3 & 4 ARMS SGL SIDED CANTI RACK = 1000# PER LVL TYP. O 4. ANCHORS HILTI KWIK BOLT TZ ESR #1917 OR POWER SD2 ESR #2502 as m OR ICC & ENGINEER APPROVED EQUAL. SGL SIDE prarr 7{'� f W ,II I I x Afro PlN 5 56) ANCHOR PER BA EPAATE , 4 EACH @ TOE & 2 @ HEEL 1 /2� I i i 2k, 2,�,� i' - I () () ( ) 1 0 5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION. II I II -II I II COLUMN PLATE I dl I I II �II I I II ®I II I I II + II I I 11 �I 6. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 7 x 2500 PSI. II Itl II A 7. SOIL BEARING PRESSURE 1000 PSF @ GRADE OR BETTER 8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY II III II `�' WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS II III II LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE 2' jlY2" 2' r i INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR, LEGIBLE PRINT. 9. ALL BOLTS GR. 5 OR BETTER. INSTALL TO SNUG TIGHT FIT WITH ALL PLYS IN FLAT CONTACT 3 16" TYP' 7 GA.- . 'y' `L 10. ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS CERTIFIED WELDERS USING E70XX ELECTRODE OR BETTER. FIELD WELDS, IF W ` � ANY, SHALL BE PROVIDED UNDER THE SUPERVISION OF A LICENSED DEPUTY !— � s a 9 1 /2"INSPECTOR. p E, 12 11. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN. OF 18" BETWEEN Eq TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR. LT DESCRIPTION BASE: DBL C9.5" X 2" (RF) DESCRIPTION COLUMN: DBL C9.5" X 2" (RF) 1.12 M, Aaz- z -� / °° NOTES: NOTES: L�, ,� � MATERIAL 7 GA. USE @ ALL MECO CANTILEVER MATERIAL 7 GA. USE @ ALL MECO CANTILEVER m STEEL YIELD ASTM A570, Fy=50,000 PSI BASE LOCATIONS TYP. STEEL YIELD ASTM A570, Fy=50,000 PSI POST TO BASE LOCATIONS TYP. COLUMN/BASE DETAILS CONNECTION TYP. `O 0 x (2 )5/8" DIA. GR.5 BOLT PER END. l Q LL- 31/4" COLUMN II � '� II I II I III I � Ln. II II I III I /4" o 41 /8" II II I III I 14 m III I � w 7 IIIIIII IIIIIIIIIIIIIIIIIIIII LO I►1II —rP. +— BASE PLATE F.F. Oa_o 3/8k 233/4" m ----------------- 3 3/4" C3 X3.5# U1 O.A.L. z 4�4QMIN. E BED. /8" II I I III T jl I(� (�t II I III I Q II � I II I III t O U = III J LO V 5/81, ARM: 3-3 4" x 4-1 8" x 7 8" DESCRIPTION BRACING CONNECTION DESCRIPTION HILTI KWIK BOLT TZ WEDGE ANCHOR DESCRIPTION HD / / / NOTES: NOTES: NOTES: MATERIAL 7 GAGE THK. MATERIAL C3"X3.5# & 1-1 /4"X1 /4" FLAT IA BRA E SIZE 5/8" O X 4" MIN. EMBED. SEE NOTE #4 ABOVE _ MAT USE @ ALL CANTILEVER ARM USE @ ALL HORIZ. & D G. C / STEEL YIELD ASTM A572, Fy=50,000 PSI LOCATIONS TYP. STEEL YIELD ASTM A572, Fy=50,000 PSI COLUMN CONNECTION LOCATIONS TYP. ICC# 1917 FOR ANCHOR SPECS. � Q rn 0 z TYPE 3 ARMS SGL SIDED TYPE 4 ARMS SGL SIDED Q 'S CANTI. RACK CANTI. RACK rr II III II II t I II � o ~ II III II II �(� (11 II u t l III I t I I I I I I ARM PIN KEEPER II III II I(� (�I r II I II 7 II III II i II III %II II I I II 4 " 6 BOLHAs n �POL WASy�Ns'y SD ARM PIN- �v�� 0 it 1 SEE DETAIL III I I II I A I II DETAIL A REVIE Z II 11 I 4 car.. Fc��r _91, " h COMPLI N 2 0"2 a" 6 " ASS«� APPROV z 7 o IRES JUL 2 0 20113 w III III � � 3„ P 4 I� I " � JUN 20206 z w City of Tul, r la BUILDING D1 I,ILu II III II I� I I II 6 RECIED'v=0 o g 7" CITE' OF 1'U K�`V I ilk.. A 5 JOB N0. 24" ��� 2 9 2o�s Q-061416-9 DESCRIPTION ARM TO COLUMN CONNECTION 2"— 2" PERMIT CENTESHEETNO. NOTES: SIDE VIEW SIDE VIEW FRONT VIEW ATTACHMENT 7/8"O GRADE 5 THRU BOLT USE @ ALL CANTILEVER ARM TO SCE CIF Z STEEL YIELD ASTM A570, Fy=50,000 PSI COLUMN CONNECTION TYP. CANTILEVER RACK ELEVATION GENERAL PROJECT NOTES 1'. DESIGNED PER REQUIREMENTS OF THE-2012 IBC, ASCE 7-1a & 20i2 RMI RACK DESIGN MANUAL 2. SEISMIC CRITERIA Ss-1.471, 81 =-0.550,'Fa =1.00. Fv =1.50, Ip = 1.0 (NO PUBLIC ACCESS), Sds = 0.00, Sd1 = 0.550 OCC. CATAG.11, SITE CLASS D, SEISMIC DESIGN CATAG. D. u I / 3. STORAGE CAPACITY1 I TYPE 1 SELECTIVE RACK - 5000# PER LEVEL. TYR I ❑ � 1 4. ANCHORS HILTi KWIK BOLT T'L ESR# 1917 OR POWER SD2 ESR#2502, I \ 1 2" MIN. j �Q" AS USED IN CALCULATIONS OR ICC & ENGINEER APPROVED EQUAL 100 xS-il,f MIN. EMBED. 11 I TYP: _ _ - _ _ _ _ . _ _ _ _ (4) ANCHOR PER BASEPLATE 3/8 I 1/8° 1-1l2° .�1101 5, PERIODIC SPECIAL. INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION, COLUMN {rn'' l - - - 8. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 7" x 2500 PSI. rx 7.. SOIL BEARING PRESSURE 1000 PSF 0 GRADE OR BETTER 3 %8° S. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS I ! LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50-SQUARE 6 �i-' INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR, LEGIBLE PRINT. Ic I 9- ALL BOLTS CR, 5 OR BEI I R..INSTALL TO SNUG TIGHT FIT WITH ALL PLYS IN FLAT CONTACT _ i0. ALL WELDING PERFORMED IN.THE SHOP OF AN APPR01(ED FABRICATOR BYAWS lf� X 7/8"SLOT 3/�° CERTIFIED -WELDERS USING E70XX ELECTRODE OR BETTER. FIELD WELDS, IF 4 PLCS ANY, SHALL BE PROVIDED UNDER THE SUPERVISION OF A LICENSED DEPUTY INSPECTOR. 11. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN. OF 1W BETWEEN TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR. tevi1° \t NOTES: �..—S�1 •� 11 . USE -0 ALL SELECTIVE RACK COLUMN/BASE LOCATIONS TYP. DESCRIPTION BASE PLATE: s" x 8" DESCRIPTION COLUMN: HMH IF 3013 DESCRIPTION BRACING, HORIZ. & DIAG. DESCRIPTION ROW*SPACER NOTES: MATERIAL 31W THICK PLATE MATERIAL 13 GAGE THK. MATERIAL 16 GAGE STEEL NOTES: MATERIAL 14 GAGE ATTACH WITH (4) 3/8"0 GR. 5. BOLTS, STEEL YIELD ASTM A36, Fy=36,000 PSI. STEEL YIELD ASTM A570, Fy= 55,000 PSI STEEL YIELD ASTM A570, Fy=55,00 PSI USE 0 ALL BRACE LOCATIONS TYP. STEEL YIELD ASTM A36, F ^ 96,000 PSI (2}. @EACH ENO .� 3/0 1 . 1 11 J16' 3/16 t TYP. I j �gl� B F.F. I t 11 Ll I I 0. . L. ) I 5I1 e 3 J�,1 I SAFETY PIN u MIN. BED. 1 q 4 /21' Q { Z71. oR 3J16'1 �� 55 RIVET TYP. •�-1 J2" DESCRIPTION 3-PIN CONNECTOR DESCRIPTION 4-1/2" BEAM (#44160) DESCRIPTION HILTI KWIK EOLTTZ ANCHOR NOTES: NOTES: SIZE 1/2'0 x 3-114" MIN. EMBED. SEE NOTE #4 ABOVE FOR ANCHOR MATERIAL 7 GAGE USE @ ALL BEAM TO COLUMN CONNECTION MATERIAL 16 GAGE NOTES; STEEL YIELD ASTM A570, Fy=55,000 PSI LOCATIONS U,O.N. STEEL YIELD ASTM A570, F =55,000 PSI USE 0 ALL BEAM LOCATIONS TYP. ESR# 1917 SPECS. OL a _%TYP. TYPE 1 SELECTIVE RACK 1/8 �12" MIN. 1 I-/1 611 r Y a- I 1 11I — fill A " �t 109 AL I 4" I s�18¢1 SAFETY PIN EXP:11EXPIRES►.. 11 . I u I I 4" JUN 2 8 2016 I 1 cITy jp "�"Ui �aaaLs 4 ,1 JUSd 29 2016 55RRNEERf PERMIT CENTER FRONT VIEW SIDE VIEW DESCRIPTION 4-PIN CONNECTOR NOTES: MATERIAL 7 GAGE USE 0 ALL LEVEL 1 BEAM TO COLUMN STEEL YIELD ASTM A570, Fy=55,000 PSI CONNECTION LOCATIONS TYP. DESCRIPTION1 STORAGE RACK ELEVATIONS a a .G z x z �oB No. Q-062816-2 SCE I OF 2 a REVIEWED FOR 1 CODE COMPLIANCE I APPROVEn JUL 2 o 2016 I City of TuKWiIa BUILDING DIVIS10 N f 4 y t d 3 s A' kph. IN 9 E GENERAL PROJECT NOTES ! ? 1. DESIGNED PER REQUIREMENTS OF THE 2012 ISO, ASCE 7-10 & 2012 RMI RACK DESIGN MANUAL 2Si = 0.550, Fa = 1.00 . = 1.50, i i1g• SEISMIC CRITERIA Ss = 1.4�1, , N 7 GA. Ip = 1.0 (NO PUBLIC ACCESS), Sets = 0.980, Sch = 0:550 OGG. CATAG. II, SITE CLASS D, SEISMIC DESIGN CATAG. D. ,,jCOLUMN 3. STORAGE CAPACITYi TYPE-8 & 4 ARMS SGL SIDED CAN11 RACK -1000# PER LVL TYP. II I ( II 4. ANCHORS HILTI KWIK BOLT TZ ESR #1917 OR POWER SD2 ESR #2502 OR ICC & ENGINEER APPROVED'EQUAL � X SGL SIDE • ptt Imo ' 5/8V x 44 MIN. EMBED. II ( I ABU 01 � � (a) ANCHOR PER BASFPLATE , (4) EACH @ TOE & (2) @ HEEL 1 i2' I I I 2• 5. PERIODIC.SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION. I. I ( I dI= 8 may 6 CONCRETE THICKNESS & COMPRESSIVE STRENGTH, .71 x 2500 PSI. _ 1[ IU Il Z SOIL BEARING PRESSURE 10D0 PSF @ GRADE OR BETTER 8, ALL RACK INSTALLATIONS AND RACKS MANUFACTURED INCONFORMITY II. I II COLUMN PLATE (i III U WITH THIS�STANDARD SHALL DISPLAY IN ONE OR* MORE CONSPICUOUS II y I it If III II : LOCATIONS A PERMANENT' PLAQUE EACH NOT LESS THAN 50 SQUARE ---_ "It ( "'j 1 '— �' (I Ip II INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR, LEGIBLE PRINT. I I3. ALL.BOLTS GR. 5 OR BETTER. INSTALL TO SNUG TIGHT FIT WITH ALL PLYS IN FLAT -CONTACT TYP. 7 GA. �,,.«^ 10. ALL WELDING PERFORMED IN THE SHOP -OF AN APPROVED- FABRICATOR BY AWS II I I II I 3 8 CERTIFIED WELDERS USING E10XX ELECTRODE OR BETTER. FIELD WELDS, IF II I I II ! } ANY, SHALL 8E PROVIDED UNDER THE SUPERVISION OF A LICENSED DEPUTY�u II II INSPECTOR. 91 /2" 11. THE CLEAR SPACE BELOWSPRINKLERS SHALL BE AMIN. OF 1W BETWEEN « ( TOP OF THE STORAGE AND THE GEIUNG SPRINGER DEFLECTOR. 4/4 flav DESCRIPTION .BASE; DBL C9V X 2" OF) NOTES; DESCRIPTION COLUMN: DBL cs,5" X 2" (RF). NOTES: ��� 0 MATERIAL 7 GA. USE @-ALL MECO CANTILEVER MATERIAL 7 GA. USE @ ALL MECO CANTILEVER STEEL YIELD ASTM A570, Fy=50,000 PSI BASE LOCATIONS TYP, STEEL YIELD ASTM A570, Fy=50,000 PSI POST TO BASE.LOCATIONS TYP. COLUMN/BASE DETAILS CONNECTION TYP, o _ x .(2 )5/8" DIA. GR.5 BOLT PER END.Ln x 1! COLUM ' II I. j jj I Ip I 1� CD it r� <� II I III 1114" 0 i II[ Ita II I CL o I II I ill I F.F. i Ij I r�; r,; I II I III I A wat �. f -- 8/4 I t. 0W ( I i I i III I . • L. I I I I II n 410 I II Its t�,( [i I III I " MIN. E BED. �— ' a• II I � -�- �. I II I III I t � l I III 1 r DESCRIPTION HI) ARM: 3-3/4" x 4-1/8" x 7/8" DESCRIPTION BRACING CONNECTION DESCRIPTION HILTI KWIK BOLT TZ WEDGE ANCHOR NOTES: NOTES., NOTES: �—•• MATERIAL. 7 GAGE THK. MATERIAL C3"X3.5# & 1-114%1/4" FLAT SIZE 5/8"f?! X 4" MIN. EMBED USE @ ALL CANTILEVER ARM USE @ ALL HORIZ. & DIAG. BRACE / SEE NOTE #4 ABOVE STEEL YIELD ASTM A572, Fy=50,000 PSI LOCATIONS TYP. STEEL YIELD ASTM A572, Fy=50,000 PSI COLUMN CONNECTION LOCATIONS TYP. ICC# 1917 FOR ANCHOR SPECS. O c TYPE 3 ARMS SGL SIDED TYPE 4 ARMS- SGL SIDIwD 0 CANTI: BACK CANTI. RACK oC' A' /rA td i Il II{ q III I p .. ♦♦ ti✓ o C •X II III 11 II I I II r ' .tMY a Sam II ID II II (t,_, 0 II !I III II III I II " � II 111 II I I I II t � �'�'m � ,,,,� -v I II III II I� I t-, s�urrr�rL j II ����09 . I DETAILA ll x I f � i 4311 NAB.• . _ I III II :. I " EXPIRES JUN 2 8 2016 II III Il II I `� `� i If 2 II 01 II II r1I II 7 " CI I�#' �`�1� aosNo. ! JU;d 2 9 2016 24" i Q-062816-2 . I DESCRIPTION ARM TO COLUMN CONNECTION 8 2�--�' L- �� PERMIT CENTER 8He6rNa I ATTACHMENT 7 8'0 GRADE 5 THRU BOLT NOTES: r SCE 2 0IF HM / USE @ ALL CANTILEVER ARM TO STEEL YIELD ASTM A570, Fy=50,000 PSI COLUMN CONNECTION TYP. CANTILEVER RACK ELEVATION REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 0 2016 City of Tuhrvila BUILDING DIVISION DIEC, '21 1.11 LIT15 ERMIT CENTER \��� \ƒ\����< \��\�� /y /� d\�< : \ �� §� }�\� \\ �<� 2 °«^ «` \/�� ��°� �. GENERAL PROJECT NOTES COLUMN NOTES: USE @ ALL SELECTIVE RACK COLUMN/BASE LOCATIONS TYP. DESCRIPTION BASE PLATE: 8" x 5" MATERIAL 3/8" THICK PLATE STEEL YIELD ASTM A36, Fy=36,000 PSI v11/16"� 5/16o SAFETY PIN 811 DESCRIPTION COLUMN: HMH IF 3014 MATERIAL 14 GAGE STEEL STEEL YIELD ASTM A570, Fy=55,000 PSI DESCRIPTION BRACING: HORIZ. & DIAG. MATERIAL 16 GAGE STEEL NOTES: STEEL YIELD ASTM A570, Fy=55,000 PSI USE @ ALL BRACE LOCATIONS TYP. GENERAL INFORMATION HORIZ. NOT A DEPICTION OF THIS PROJECT 1. DESIGNED PER REQUIREMENTS OF THE 2012 IBC, 2012 RMI RACK DESIGN MANUAL 2. SEISMIC CRITERIA Ss = 1.466, S1 = 0.548, Fa = 1.00, Fv =1.50, Ip = 1.0 (NO PUBLIC ACCESS), Sds = 0.978, Sd1 = 0.548, OCCUPANCY CATAG. II SITE CLASS D, SEISMIC DESIGN CATAG. D 3. STORAGE CAPACITY: 2500# @ LVL 1 &2, 2400# @ LVL 3 4. ANCHORS: HILTI KWIK BOLT TZ ESR#1917 OR POWER SD2 ESR#2502 , z AS USED IN CALCULATIONS OR ICC & ENGINEER APPROVED EQUAL. O 1/2"o x 3-1/4" MIN. EMBEDT. cn (2) ANCHOR PER BASE PLATE. L j 5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION. 6. EXISTING S.O.G. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 5" x 2500 PSI, 7. SOIL BEARING PRESSURE 750 PSF 8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN ECTOR CLEAR, LEGIBLE PRINT. 9. ALL BOLTS GR. 5 OR BETTER, INSTALL TO SNUG TIGHT FIT OR BETTER 10. ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS j CERTIFIED WELDERS USING E70XX ELECTRODE OR BETTER. FIELD WELDS, IF w ANY, SHALL BE PROVIDED UNDER THE SUPERVISION OF A LICENSED DEPUTY INSPECTOR. 11. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN. OF 18" BETWEEN w ,S E TOP OF THE STORAGE AND THE CEILING SPRINKLER DEFLECTOR. a inATE �12" MINA 1/2"1ry 4E]�Ey v z 3 3/8" V-2 Z„----1116" 5/8"o X 7/8" SLOT 4 PLCS DESCRIPTION 3-PIN CONNECTOR NOTES: DESCRIPTION 4-1/2" BEAM (HMH#44160) NOTES: DESCRIPTION ROW SPACER NOTES: MATERIAL 7 GAGE USE @ ALL BEAM TO COLUMN CONNECTION MATERIAL 16 GAGE THK. USE @ ALL MATERIAL 14 GAGE ATTACH WITH (4) 1/2"0 GR.5 BOLTS, STEEL YIELD ASTM A570, Fy=55,000 PSI LOCATIONS TYP. STEEL YIELD ASTM A570, Fy=55,000 PSI BEAM LOCATIONS TYP. STEEL YIELD ASTM A36, Fy = 36,000 PSI (2) @ EACH END TYPE 1 SELECTIVE RACK 6" 42" "MIN. FRONT VIEW SIDE VIEW DESCRIPTION I STORAGE RACK ELEVATIONS NOTES: CONFIRM O.A.L. OF ANCHORS WITH INSTALLER TO ENSURE REQUIRED EMBEDMENT IS OBTAINED. DESCRIPTION HILTI KWIK BOLT TZ ANCHOR SIZE 1/2"0 X 3-1/4" MIN. EMBEDT. ESR# 1917 NOTES: SEE NOTE #4 ABOVE FOR ANCHOR SPECS. REVIEWED FOR 60E COMPLIANCE APPROVED JAN 15 2016 i T ukm6fa OUILDING DIVISION C p `7Q1�a;' N LA DEC 2 3 2015 V N x Q 0 0 N U) Illll- D w co o T 0 m 5 w o OLo~ T ui n r- 0 00 N Q u w Q z LL- w I- cn cn z 0 cn w LL- LL- 0 0 N z z = Q Y U cc�� [C o z r m z z w U' 0 o N > 2 O 3 a JOB NO. P-120415-6 LV SHEET NO. SCE 1 OF 1