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Home My WebLink About1695 FARADAY AVE; ; CB003241; Permit10/20/2000 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB003241 Building Inspection Request Line (760) 602-2725 Job Address: 1695 FARADAY AV CBAD Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 10/20/2000 Tl Sub Type: 2121303400 Lot#: $104,000.00 Construction Type: Reference #: SMAC-PALLET RACKS-4500 SF INDUST 0 NEW Owner: Status: Applied: Entered By: Issued: Inspect Area: ISSUED 09/01/2000 RMA Plan Approved: 10/20/2000 Applicant: JACKSON A PHILLIPS SM AC PARTNERS LP 20-~t} 10./20/0(J JOOl 01 -J2 1942 DAVID DR ESCONDIDO CA 92026 760 7 43-2641 Total Fees: $1,069.72 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee 5807 VAN ALLEN WAY CARLSBAD CA 92008 C .... PRM~ 656~92 Total Payments To Date: $412.80 Balance Due: $656.92 $635.08 $0.00 $412.80 $0.00 $0.00 $21.84 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFO Payoff Fee PFF PFF (CFO Fund) License Tax License Tax (CFO Fund) Traffic Impact Fee Traffic Impact (CFO Fund) LFMZ Transportation Fee PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee: Sewer Fee: Redev Parking Fee: TOTAL PERMIT FEES FINAL APPROVAL $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1,069.72 Date: ({ • Z:J., · fi) Clearance: _____ _ NOTICE: Please take NOTICE that approval of your project includes the "Imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which ou have reviousl been iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired. l\C/ PERMIT APPLICATION FOR OFFICE USE ONLY PLAN CHECK NO. C/d02]2.l/ f CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Av,e., Carlsbad, CA 92008 EST. VAL. --t--1..4..-----'~fr.'.-!-=--,IJ.+~ -------..,....--t-!..!f..r ...._ JD -j: I l Business Name (at this address) J o q 'fl?IJ:c. V--P6?~ Lot No. Subdivision Name/Nu Phase No. Total # of units ' 'f.;}(t(E ' -~ r-6'r& Assessor's Parcel # ?@LL t f"'$1o r2QG'E'.' tzAC \,( I Description of Work SQ. FT. #of Stories # of Bedrooms # of Bathrooms Cr.i '!b(jj' 0~d)?{{J.:2?¥/ S~ State/Zip Teleph6ne # Name ~AP~(A~NT , -:r;r-ct>11tr8ctql': 94'1'1:t Name '1·-~ ·_ ei'l,Qf'l;RTY QWN.!;8 5 JVlf} (' Name Address City CTA9~nt;ti;ir-co·n*ractcir, 0.'-<5vvri_e·f ;:::n A9~nt tor Q'.y.,~er- Address City -s;·-""®r:lt~ctM -~ 90M"r•A'Nv~wAWi~ · Fax# State/Zip (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of S ction 7031.5 by any applicant for a permit subjects the applicant to a civil penal~~f not more than fiv undred dollars [$500]). J Ac c:S • -/ tt tL e:-c · Ot '--iB-9i?2 ci 2 tJ '(/. .. ~" i Designer Name State License # /tt 511 ¥' City l~~~?o!rn~~ra~:e6!!!;!~~~;:; ~~reby ~ffirm 0 Un~er pen~lty of perjury one of the follo~;ng d~cla~~:i~~~·;; :· ·_, '·, •• -_ _-'. • • • . ' ' ' ' '. , : , . ' .~ I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: lnsura~ce Company CAl/B'flfl.ct(fl_ /Nlf)i?.Mtv t}>; Ca , Policy No.Ct;o~0(,1(2kl7 -1 IBCJ(i/C.. Expiration Date q /-0/ (TljlS'SECTION NEED NOT BE COMPLETED IF THE PERMIT I FOR ONE HUNDRED DOLLARS [$100] OR LESS) 1 E1 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: F • to secure workers' compensa ion coverage is nlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand do ars ($1 0,0 0), in dition to the os of co pe i n, damag as pr ided for in Section 3706 of the Labor code, /n~rest and attorney's fees. SIGNATURE _ _ DATE 9--I~ C/t' :t,, .Q.Wf.ill;R0.ll ...... fl.Q!:C!-ARAT19N .. -' .. , .. , , , .. , ._ I hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted _with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address /"phone number/ contractors license number): _____________________________________________ _ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address / phone number/ type of work): _______________________________________________________ _ PROPERTY OWNER SIGNATURE _____________________ _ DATE _________ _ '.CQM_Pt$".iJfTEl1$; SECJION ._FQR ikiNi,8E$IDENTIAi. _BUl~PI~~ PE.Ri\ilii:$'.'ci]llt;-Y: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES O NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. ,~, .... :9QN~1'!WCTl~l'HEND_ING:~GENG'( · .~c:........ ::.; .. _'_'_:, ... , .... " . ~-:: :·_··: ::,~ .. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S ADDRESS _______________________ _ I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Citt of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is com ced for a period of 180 days i n 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE -.:,,.,.,4,bE,;.6,4<,,,_c:..:...c_""C"'-"'-'-"-~-P"<-""'"""---"""'=="'-'.r='-------DATE ---------------9-/-0() YELLOW: Applicant PINK: Finance City of Carlsbad Bldg Inspection Request For: 11/21/2000 Permit# CB003241 Title: SMAC-PALLET RACKS-4500 SF Description: Type:TI Job Address: Sub Type: IN DUST 1695 FARADAY AV Suite: Lot Location: APPLICANT JACKSON A PHILLIPS Owner: S MAC PARTNERS L P Remarks: FIRE SIGNED OFF Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Associated PCRs Inspection History Date Description 11/9/2000 14 Frame/Steel/Bolting/Welding 0 Act Comments 1¥,- Act lnsp Comments CO TP SEE CARD Inspector Assignment: TP --- Phone: 7607432641 lnspecto,g Requested By: JACK Entered By: ROBIN Citv 01 Carlsbad · Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fir? Plan Check #: Date: 11/21/2000 Permit #: C8003241 Permit Type: Tl Project Name: SMAC-PALLET RACKS-4500 SF Sub Type: INDUST Address: 1695 FARADAY AV Lot: 0 Contact Person: JACK Phone: 7607 432641 Sewer Dist: CA Water Dist: CA .......................................................................................................................................................... Inspected ~ Date i'¥bo By: a. Inspected: i) -J-=--='--Approved: L.---Disapproved: __ Inspected Date By: Inspected: Approved: ___ Disapproved: __ Inspected Date By: Inspected: Approved: __ Disapproved: __ •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 1 Comments: _____________________________ _ EsGil Corporation '.Zn Partnersliip 'lllitli (jovernment for '.Buiufing Safety DATE: 10/10/00 · JURISDICTION: Carlsbad PLAN CHECK NO.: 00-3241 PROJECT ADDRESS: 1695 Faraday Ave. PROJECT NAME: Storage Racks for SMAC SET: II ~ JURIS. CJ PLAN REVIEWER CJ FILE D The plans transmitt_ed herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. IZ] The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 0 The applicant's copy of the check list has been sent to: IZ! Esgil Corporation staff did not advise the applicant that the plan check has been completed. D . Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person / fJo.,iz__ REMARKS: 1. Please slip the revised sheet A2A and 00-1534A into the city fset.(at building department). 2. City to verify that the path of travel from the handicapped parking space to the racks area and the bathroom serving the rack area comply wttp all the current disabled access requirements. 3. Fire Department approval is required.· \ {\ ~ By: David Yao Enclosures: r Esgil Corporation D GA O MB O EJ O PC 10/3 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ..... Carlsbad Fire Department 003241 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review Requirements Category: Fire Prevention (760) 602-4660 Date of Report: 09/12/2000 Building Plan Reviewed by: 0-~ ------------ Name: Jackson A. Phillips Address: 1942 David Drive City, State: Escondido CA 92026 Plan Checker: Job#: 003241 Job Name: S.M.A.C. Bldg #: CB003241 ------------------Job Address: 1695 Faraday Avenue Ste. or Bldg. No. I IZI Approved D Approved Subject to D Incomplete Review FD Job# The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and I or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/ or specifications to this office for review and approval. 1st 003241 2nd FD File# 3rd Other Agency ID EsGil Corporation 1n Partnersliip witli {jovernment for 'Buifaing Safety DATE: 9/15/00 JURISDICTION: Carlsbad PLAN CHECK NO.: 00-3241 PROJECT ADDRESS: 1695 Faraday Ave. PROJECT NAME: Storage Racks for SMAC SET:I CJ ~CANT CJ~ CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by buildin_g department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. -IZ] The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ T_he applicant's copy of the check list has been sent to: Ja_ckson A. Phillips 1942 David Dr. Escondido CA 92026 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. IZ] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Jackson A. Phillips Telephone#: (760)743-2641 Date contacted: <t [ \ i ICX> (by: 1:1t. ) Fax #: 5AH € Mail \./Telephone 1.--Fax v"" In Person D REMARKS: By: David Yao Enclosures: Esgil Corporation D GA D MB D EJ D PC 9/6 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 00-3241 9/15/00 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 1695 Faraday Ave. DATE PLAN RECEIVED BY ESGIL CORPORATION: 9/6 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 00-3241 DATE REVIEW COMPLETED: 9/15/00 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conseNation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed·need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438- 1161. The City will route the plans to EsGil. Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon · which each correction on this sheet has been made and return this sheet with the revised plans. Carlsbad 00-3241 9/15/00 • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? D Yes D No 1. Provide a rack layout plan showing the location of all racks.(the calculation shows type 5 · frame flow rack(interior and exterior) and type 3 frame flow rack(interior and exterior) 2. Only the storage racks are included in this plan review 3. City to verify that the path of travel from the handicapped parking space to the rack area and the bathrooms serving the rack area comply with all the current disabled access requirements. Title 24, Part 2. 4. Obtain Fire Department approval for groups F, Mand S occupancy storage per UBC Sections 306.8, 309.8 and 311.8. 5. Indicate the clearance from the new racks to the existing building walls and building columns. 6. The load and rack level spacing are not the same between the calculation and the plan. Please check. Recheck the "pallet" racks as follows: 7. Recheck all connections on sheet 0-1534A as follows: a) The rivet bearing capacity is only dtFu = 0.406(0.0747)65 = 2 kips. b) Provide calculations for all beam to bracket weld capacities per Section 2330 (allowable weld stress is the member thickness times 26 ksi times 1.33, or the weld stress, whichever is lower). c) Check the bracket maximum weak axis moment. 8. Indicate the safety pin size and verify it is adequate for the 1000# load. Section 2236.1. 9. Provide calculations for the column weak axis bending plus axial for transverse seismic loading. The axial load is the maximum compression load at the base from vertical plus seismic overturning. The column moment will probably be maximum for the lateral load from the base plate to the first diagonal brace (not only to the first horizontal member). 10. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. Carlsbad 00-3241 9/15/00 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad -PLAN CHECK NO.: 00-3241 PREPARED BY: David Yao DATE: 9/15/00 BUILDING ADDRESS: 1695 Faraday Ave. BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod. storage racks per city 104,000 Air Conditioning Fire Sprinklers TOTAL VALUE '' : By Qrijinance' Jurisdiction Code Cb'. l -"· / Bldg. Permit Fee by Ordinance J • J \ Plan Check Fee by Ordinance I .., I Type of Review: 0 Complete Review D Structural Only Oather D Hourly ($) 104,000 104,000 635.oaj 412.aol D Repetitive Fee @Repeats Esgil Plan Review Fee 330.241 Comments: Sheet 1 of 1 macvalue.doc .' I SEIZMIC INC. MATERIAL HANDLING ENGINEERING EST. 1985 TEL : (909) 869-0989 FAX : (909) 869-0981 6. 7a. 7b. 7c. 8. 9. STRUCTURAL CORRECTIONS FOR SMAC 1695 FARADAY A VENUE CARLSBAD, CA 00-1534 DATE: 09/15/00 BELOW IS THE RESPONSE TO YOUR PLAN CHANGE REQUEST: THE LOADING IS 974LB/PALLET, PLEASE SEE PAGES 6-9 AT THE BOTTOM OF THE PAGE FOR, ~ THE EQUATION TO FIND THE LOAD/LEVEL. PAGE 6 SHOWS: 400"/(974LB/PALLET * 2 WIDE~ 7DEEP)=86"/n, where n= 2,932 LB/LEVEL. THE STORAGE RACK SPACING HAS BEEN REVISED. .~ _ PLEASE SEE PAGE #14.A OF THE CALCULATION SET FOR RIVET BEARING CAPACITY WHERE \j Pmax-brg = BEARING AREA * 0.075 IN. AS REQUESTED. BEAM TO BRACKET WELD ANALYSIS IS PROVIDED FOR THE BEAM. PLEASE SEE PAGE #14B OF THE CALCULATION SET. BRACKET IS CHECKED FOR WEAK AXIS BENDING. PLEASE SEE PAGE #14A OF THE CALCULATION SET. SAFETY PIN UPWARD FORCE CHECK IS ON PAGE 14A OF THE CALCULATION SET. THE COLUMN WEAK AXIS BENDING PLUS AXIAL FOR TRANSVERSE SEISMIC LOADING HAS BEEN PROVIDED ON PAGE 12B OF THE CALCULATION SET. PLEASE FEEL FREE TO CALL ME WITH ANY FURTHER QUESTIONS YOU MAY HA VE. SINCEREL G. JUAREZ, Ill STORAGE R/ICKS DRM-lN RACKS Ct>NTLEVER RACKS MEZZl>NINES CCNVEYORS CAAOUSELS STEaSHELVIIG MOVABLE SHEL Vtfil STORAGE TPNKS MODULAA OFFCES GOOOO..AS BOOKSTACKS SEIZMIC MATERIAL HANDLING ENGi NEERING EST. 1985 CrTY l>PPRO'v.AJ..S STATE l>PPRO'v.AJ..S PERMITTN3 SERVX:ES PROOUCT TESTl'lG FIELD NSPECTION SPECIAL FABRICATICN SEISMIC ANALYSIS OF STORAGE RACKS FOR SMAC 1695 FARADAY AVENUE CARLSBAD, CA #00-1534 .ALASKA AAIZDNA C.AJ..IFORNIA COLOR/lOO IDAHO MISSCIJRI ~/>DA NEW MEXICO OREGON PENNSYLVANA UTAH WASHINGTON 161 ATLANTIC STREET • POMONA • CA 91768 • TEL: (909)869-0989 • FAX: (909)869-0981 MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 91768 PROJECT __ SM_A_C _________ _ FOR ___ R_.L_._S_P_EA_R_CO_._, _IN_C_. ____ _ SHEET N0 .. ___ 2 ___ OF ___ 1_8 __ CALCULATED BY __ J._J. __ DATE 09-25-2000 TABLE OF CONTENTS SCOPE: DES CR I PTI ON COVER SHEET TABLE OF CONTENTS SCOPE PARAMETERS CONFI GURA Tl ONS COMPONENTS & SPECS. LOADS AND DI STRI BUTI ON LONG! TUDI NAL ANALYSIS COLUMN BEAM BEAM TO COLUMN BRACING OVERTURN! NG BASE PLATE SLAB & SOIL PAGE# 1 2 2 3 4 -5 6-9 10 11 12 13 14 15 16 17 18 THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY, WITHOUT ANY Fl ELD WELDING. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 91768 PROJECT __ S_M_A_C __________ _ FOR ___ R_._L._S_P_E_A_R_C_O_.,_I_NC_. ____ _ SHEET N0., ___ 3 ____ 0F ____ 1_8 __ _ CALCULATED BY J.J. DATE 09-25-2000 ----- STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN ANY ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT, WHILE THE BRACING ACT TRANSVERSELY. 1. COLUMN. TRIBUTARY AREA 2. BEAM. 3. BEAM TO COLUMN. ,------_ / ______________ ; ' 7--' : ' 4. BASE PLATE. 5. HORIZONTAL BRACING. 6. DIAGONAL BRACING. 7. BACK CONNECTOR. TRANSVERSE ! ................ ~.---. ' ' ..................................................... · ..... ! LONGITUDINAL TOP VIEW PROJE;'CT_· __ S_M_A_C ___ .,....... _______ .......,.. ___ ___.__ FQ_R· _________ R._L_. S_P_E_A_R __ C_0....;~, .... 1_N_C_. __ __,_..;.. ____ _ SHEET N0. ___ 4 ___ OF _____ ,....1_· 8 __ _ CALCULATED BY J .J • DATE_0_9_-2_· 5_-_2_0_0_0_ MATERIAL HANDLING ENGINEERING TEL: (909)86~-0989 • :FAX: (909)869·0~81 16·1 ATLANTIC STREET •·POMONA• CA 91768 _. '" ·coNF+GURATIONS TYPE: S FRAME_FLOWRACK {INTERIOR) 2;932·1b. l .· 2,932 lb .. t:::4:;::::::;::::;:::::::::::::::::::::::::::::::j 252" ;:r_· . '-;;::====== ...., _2,9321b. Sf"_ . .'-::::::::::::::::==I r ___ _ 2,932 lb. sr.· .. , ._· :::::=::::::;=::::::::::::;:: ~ ·---2,932 lb. r .•1-· 1 1 26"'-----~k TYPE.: 5 FRMitE FLQN·RACK (EXTERICR) 2,421 lb. I 5 } 2,421 lb . t-', . 4 252" t-. 2,4:2,1 lb. t- +-2,4211.b: t-,;' f-: 2421 lb. L 1 i II ~-'I ·· 126" · .L ,. ~ 56"-,j, ~ 5611 .+ . ,jc. 5611 .+ 'I~ .L :'i PROJECT_--::S:-M:-A-:C:-::-:---::--~------- F0R ___ R_._L._S_P_E_A_R_C_O....:..,_I_NC_. ____ _ SHEET N0., ___ 5 ____ OF ____ 1_8 __ _ MATERIAL HANDLING ENGINEERING CALCULATED BY __ J_.J_. __ DATE 09-25-2000 TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 91768 CONFI GURA Tl ONS TYPE: 3 FR.AME FLON RACK ( I NTERI CR) 252" 2,900 lb. sr ni-4:;:::==========I 1 ,-2,900 lb. sr I 1=3===:::::=::====I 1 2,9001b. Sr" t=2;::========I r 2,9001b. sr ----==::::::::::::::=I -f-___,_ 2,900 lb. 1 " 1 126"--( TYPE: 3 FRAME FLQN RACK (EXTERICR) 2,448 lb. I +-2448 lb. T-4 252" t-2,448 lb. T-3 +-2,448 lb. f-2 i 2,448 lb. L 1 1 n L 126" L 'I 'I k-56" ...,j, ,.L ~ 'I SMAC j:>~_OJE CT--,. ______________ ,___ ___ _ FoR..,.......---,-__ R._L_. s_P_E_A_R_c_,..o_ .. __ , _IN_C_. __ ........,__,._ 6 -ta:· SH·EET NO. ______ OF ______ _ MA-;J"ERIAL.HANDLING ENGINEERING TEL:-(909)869.-0°989· ~ FAX: (909)669-0981 J J 09-25-2000 CALCULATED BY __ • _. __ .D.ATE _____ _ _ -16-1 ATLANTIC STREl;T •· POM9NA ·.• CA 91.76a TYPE: 5 'FRAME FLOW RACK (I NTERl'OR) ' • ' ' ~ • ' ' • • • -' -r : SP-ECI Fl CATI ON 2,932 lb. -MAIN STEEL ssooo-PS_I _ -'5 _ 11 5 3.6.000 'PSI - 5f" -2 932 lb. -BASE PLATE STEEL -ANCHOR"' WEDGE TYPE 1/2 x 3-1/2 MIN. EM ED. r I=_ 4=_ =======1 -FLOOR SLAB 5-"' X 2_500 PSI. RBNFORCEL 252" -SOIL BEARING-PRESSURE lOOOPSF -~EISMIC ZONE 4. ., TYP.E = INTERCoNNECTED UNITS •. f,11·:·--2,932 lb. l::::;:;:::::::::::::::::::===I t-1=;_;::===2,9=3=2 ='b·=:::1 sr ' -======== ,f-_ '2932 lb. J II ' 1 39_9# r so8i }-307#,, • 391# _.,. }-215# 274# .... .. 123# }-157# .. 31# L 40# • 126"-- l,u = 126" L '1 ~ 5611 --k SECTICN AXI-AL FffiCE ---" ----M:Ov1ENT BEAM MQvtENT -·· - 1 7,.505 lb. 8,-620.in.1:b. 13,108in.lb. <-stdcam. 2 6,004.lb. 13,595 in.lb. 3 4,503 l_b. 11',987 in.lb. 14,791 in.lb. <-stdcatn; 4-3,002Tb. 9, l 8.6 i n.l b. 12,586 in.lb. <-stdcain .. '5 l, 501' lb. 5, 1-90 in.lb. 9, 188 in.lb. <-Stdcain. 4,595 in.lb. <-stdcoon. --- TYPE: 5 F_RAt,(E FLOVV RACK (INTERIOR) DE~IGN:LOAD_ = 29$2# --- B~~SE ·p LAiE --COLUMN BEAM _, ----v·· 3X3X14GA v -'V 4 X 7 X.375 CCLUMN -ST:RESS =0.9'3' 4-1/8X2-3/4X.14GA(4142) BA5EPl'NNED MAX LOAD/LE\1£1--= 3,L{'{CP I-b. BEAM ISO.K. '' OV!:RTURNING .' ----6RAC-ING SL,AB ~-SOIL --v· HoiHZONTAL 4 DIAGONAL ...J ...J -- ANCHffi STRESS= '0.37 ' 1 l/~-X l-J/2'X 14 GA 1-1/2X1-1/2 X 14 GA PUNCT .. STRESS = 1.10 # a= .ANCHffiS ::::, l STRESS= 0.24 STRESS= 0.66 BENDING STRESS =1.3Z -------' -DESIGN PER THE 1997 UBC -ZONE 4, TYPE B· FAlJl. T, (WHERE Na=1.0~ >SKM). ANCHORS ARE HiL Tl KWIK -BOLT II WEDGE TYPE ANCHORS I.C.B.O. #462:7 OR APPROVED EQUAL 400''/(974LB/PALLET*2WIDE*7DEEP)=86"/n, WHERE h = 2932 · LB/LEV!:L. PROJECT __ S_M_A_C __________ _ FOR ____ R._L_. S_P_E_A_R_C_O_.;_, I_N_C_. ____ _ SHEET N0. ___ 7 ____ OF ____ 1_8 __ _ MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 91768 CALCULATED BY J.J. DATE 09-25-2000 TYPE: 5 FRAME FLOW RACK (EXTERIOR) SP ECI Fl CATI ON 2,421 lb. -MAIN STEEL 55000 PSI 5 11 -BASE PLATE STEEL 36000 PSI 5f" f::::;::==2=,42=1=1b=. ==I 5 -ANCHOR -WEDGE TYPE 1 /2 x 3-1 /2 MIN. EM ED. I 4 -FLOOR SLAB 5.'' X 2500 PSI. REINFORCE! 252" -SOIL BEARING PRESSURE 1000 PSF -SEISMIC ZONE 4. -TYPE= INTERCONNECTED UNITS. 2,421 lb. t-11 ====== sr --=====1 1-2,4211b. sr --========1 -,jt-i--2,421 lb. 1 " 1 332# I 423# • 256# t-326# -. 179# t-228# _. 103# t-131# .. 26# L 33# .. L 'l 126"--,.L k-56" ,I, lu= 126" SECTl<l'J AXIAL FCRCE MOv1ENT BEAM MOv1ENT 1 6,228 lb. 7, 186 in.lb. 11, 2 60 in.lb. <-stdcam. 2 4,982 lb. 11,333 in.lb. 12,663 in.lb. <-stdcam. 3 3,736 lb. 9,993 in.lb. 10,826 in.lb. <-stdcam. 4 2,491 lb. 7,658 in.lb. 7,992 i n.1 b. <-stdcoon. 5 1,246 lb. 4,327 in.lb. 4, 1 63 i n.l b. <-stdcoon. TYPE: S FRAME FLOW RACK (EXTERIOR} DESIGN LOAD = 2421# BASE PLATE COLUMN BEAM -,J -,J 3X3X14GA -,J 4X7X.375 CQUMN STRESS =0. 76 4-1 /8X2-3/ 4X14GA( 4142) BASE PINNED MAX LO\D/LEVEL = 3, tit/~ I b. BEAM IS O.K. OVERTURN! NG BRACING SLAB & SOIL -,J HORIZONTAL -,J DIAGONAL -,J -,J ANCHCR STRESS = 0.31 1 1 /2 X 1-1 /2 X 14 GA 1 1 /2 X 1-1 /2 X 14 GA PUNCT. STRESS= 0.91 # a= ANCHCRS = 1 STRESS= 0.20 STRESS= 0.55 BENDING STRESS =1.04 400"/(974LB/PALLET*2WIDE*7DEEP)=71 "/n, WHERE n = 2,421 LB/LEVEL 4; ' MAT-ERIALHANDLING.ENGINEERING· TEL: (909)869-0989 • FAX: (909)869,-0981 161 ATLANTIC STREET• POMONA• CA 9176~. p:Ro..Jtci"___,,_s_M_A_C ______ ___,..._,......... ___ _ 'F6R ____ -_R_.L_. S_P_E_A_R_C_O_· :...,; _I N_C..,..,. --~,;,-......-8 ,a ... SHEET NO. __________ OF ______ _ CALCU!-ATED BY __ J_.J_. __ DATE 09-25-2000 TYPE: 3 FRAME FLOW RACK (INTERrOR) SPECl·FICATl·QN 2,900 lb. 503# . .. -MAIN STEEL . s 3 s 6 o 0 o 0 o 0 'PPSSII ·sr" .. -:BASE PtA TE STEEL · r . 2,900 lb. · : :::~~:o;.ETY:E 25;;:;1,3 ;:;;~:I ~;5:,~ r · .. ·,·1=_ 4 3:;:::. ====2=,90::::::::0=lb=. ==t . -SOILBEARING PRESSURE 1000 . .PSF f t-.1=2:;:::::::=2=,90::::::::0=lb=. ==t i-;I=· ==2=,90=0=1b=. =:::i 1 II 1 -SEISMIC ZONE 4. -TYPE= INTERCONNECTED UNITS. 387# ---Ito 271# ..... .,39# ,.L 126" k ~ S~" -,j, lu= 126" SECTrG.J AXIAL FCRGE MOv1ENT BEAM MOv1ENT .. . . l 7,425-lb. 4,265 inJb. 10,992 in.lb. <-stdcam . 2 5,.940 lb. 1 ·3, 7 l9 t.h.l:b. ~ 4,455 l'b. 12 101 in.lb. 14, 91 0 i n.l.b~. <-stdconn. .. , . 1 2, 688 i nJb. <-stdcain . 4 2,97010. 9,275 in.lb. 5 1.,485 l·b. 5,,241 in.lb. 9,258 in.lb. <~ stdcain. 4,621 in.lb. <-·stdcain . . . . · ... TYPE:· 3 FRAME FLOW .R~GK ONTERIOR) DE~IGN LbAp = .2900# .. B.ASE. P;l,.ATE · .. COLUMN s:EAM ..J '\l 3X3Xl4GA 'V 4X7 X.~75 CQUMN STRESS =0:;9 3 4-1 /8X2-3/ 4X14GA( 4142) Mbase = 4265 in.l.b. MAX LOAD/LEV£!:; =· .3 , c/%1 I b. BEAM IS O.K. -.. . OV~:RTURNlNG: .• · -BR:AC, NG SLAB& SOIL . -' .. .. -~ . . HotHtONTA~ · ...J· .DIAGONAL 'V 'V . · ,_ANCHCR STRESS= 0.18 l 1/2 Xl-l/2·X 14 GA 1 1:/ 2 X 1-1 / 2 X 1 4 GA PUNCt. STR~SS = 1.09 # a= .AN"CHCRS = 2 STR~SS = 0.24 STRESS= 0.66 BENDING STRESS =1.3:Z- . ' ... -, . 234"/(964LB/PALLET*2:WIDE*4DEE.P)=8811/n WHERE n= 2,900 LB/LEVE~ PROJECT __ S_M_A_C __________ _ FOR ___ R_._L._S_P_E_A_R_C_O_.,_I_NC_. ____ _ SHEET N0 .. ___ 9 ____ OF ____ 1_8 __ _ MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY __ J_.J_. __ DATE 09-25-2000 TYPE: 3 FRAME FLOW RACK (EXTERIOR) SP ECI Fl CATI ON -MAIN STEEL 55000 PSI -BASE PLATE STEEL 36000 PSI t--ANCHOR -WEDGE TYPE 1 / 2 x 3-1 /2 MIN. EM ED t- -FLOOR SLAB 5;' X 2500 PSI. REINFORCE! 252" -SOIL BEARING PRESSURE 1000 PSF -SEISMIC ZONE 4. +--TYPE= INTERCONNECTED UNITS. i 1 " 4 3 2 1 2,448 lb. 2,448 lb, 2,448 lb. 2,448 lb. 2,448 lb. 428# .. 231# _. 33# • L 'I 126"--k } 5611 -,r I u = 126" SECTla-.1 AXIAL F ffi CE M<Jv1ENT BEAM M<Jv1ENT 1 6,295 lb. 7,262 in.lb. 11,471 in.lb. <-stdccnn. 2 5,036 lb. 11,679 in.lb. 12,990 in.lb. <-stdconn. 3 3,777 lb. 10,301in.lb. 11,099 in.lb. <-stdcam. 4 2,518 lb. 7,896 in.lb. 8, 179 in.lb. <-stdconn. 5 1,259 lb. 4,462 in.lb. 4,231 in.lb. <-stdccnn. TYPE: 3 FRAME FLOW RACK (EXTERIOR) DESIGN LOAD = 2448# BASE PLATE COLUMN BEAM '1 ...J 3X3X14GA '1 4X7 X.375 CQUMN STRESS =0. 78 4-1 /8X2-3/ 4X14GA( 4142) BASE PINNED MAX LO\D/LEVEL = 3,41./-b I b. BEAM LS O.K. OVERTURN! NG BRACING SLAB & SOIL '1 HORIZONTAL '1 DIAGONAL '1 ...J ANCHffi STRESS = 0. 31 1 1 /2 X 1-1 /2 X 14 GA 1 1 /2 X 1-1 /2 X 14 GA PUNCT. STRESS = 0.93 # a= ANCHffiS = 1 STRESS= 0.21 STRESS = 0.5 6 BENDING STRESS =1.07 234"/(974LB/PALLET*2 WIDE* 4DEEP)=73.5"/n WHERE n=2,448 LB SMAC PRO,JECT. -FOR R.L. SPEAR CO., INC. MATERIAL l-JANDLING .ENGINEE.RING ~L: (~) 86Q-0989 • FAX:·(909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91'768 SHEET NO. 1 0 OF CALCULA_T!:D BY J.J. DATE LOADS & DISTRIBUTION:· TYPE: 3F_R:AME/4PALl:.ET'DEEP FLOW RACK {INT) LIVEi:.QADPEi=l:SHELF (BASED:ON.qLIENTSUPPLIED DATA) ::;: wLL ' DEAD LOAO PER $HELF . = wDL 18 9/25/00 ----- SEISMIC BASE SHEAR DETERMINED IN ACC,ORDANCE Wl!H 'SECTION 1630.2.1 OF THE 1997 UBC = V. WHERE: V = ( f 2.5 x Ca x I) / Rr x WtotaJ Wtotal ·= (wLL/2 + wDL) SE.ISMIC.ZONE,= 4· Ca= 0,44Na · I= 1.0Q SOIL _COEF. = Sd WHERE c~ = 0.44Na ,AND Na = 1 R (LONGITUDINAL) = 5;6 . R' {TRANSVERSE)·= 4.4 wOL = "ZOlB ·(SEQTION 2228.5.2 ) (SECTIQN.2228.q.2 ): ri::; ~ ·oEPTH= 56: in · LONGI.TUDINAL DIRECTION: INtERCONNECTE'O UNITS -, ' Vlong = [2.5*0.44 *1 *(14500/2+350)/5.6]/1.4 = t,066 lb Fi= VWlii!IWh , TRANSVERSE blRECTIOf'.": - · Vtrans = [2.5~0,44*1*(14500/2+350)/4.4)/1.4 · = 1,357 lb Fi = V Whi/2':Wh SEiSMIC DISTRIBUTION: I LEV.EL' ' h IN. '''WEIGHT .LB HEIG!iT ,. IN 1 2 18~0 53.0· 3 53·.0 4 53.0 5 .53.0 2,900 2,900 ,2,900 2;900 2,900 18.Q, n.o 124.0 177:0 ·230.0 WxH LB-IN. 52,200 205;900 359;600 51S,300 ~67,000 ,, Fi {long) LB 31.0 122.1 213.3 304.4 395.6 2301N I I:::; 1,798,000 1066 LB TOTAL FRAMELOAD·.=.14850 LB Fi {tra_ns) Mot LB IN-LB 39.4 709.2 155.4 11,034.4 271.4 33,657.1 387.4 68,577.3 503.5 115,794.9 1357 L:Er 229;TT3 IN-LB . PROJECT __ S_M_A_C _________ _ FOR ___ R_._L._S_P_E_A_R_C_O_.,_IN_C_. ____ _ SHEET NO. ___ 1_1 ___ OF ____ 18 __ _ MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 91768 CALCULATED BY J.J. DATE 09-25-2000 LONGITUDINAL ANALYSIS :TYPE: 3 FRAME FLOW RACK (INTERIOR) THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE.(OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). Vlong = 2 * Vcol = 1,066 lb. Vcol = 533 lb. F 1 = 15 I b. F2= 61 lb. F 3 = 107 lb. F4= 152 I b. F5= 198 lb. BASE PROVIDE PARTIAL FIXITY. SEE BASE PLATE SHT. Mbase = 4265 in.lb. Mupper + Mlower = Mconn'R' + Mconn'L' Mconn'R' = Mconn'L' Mconn * 2 = Mupper + Ml ow er Mconn = [Mupper + Ml ower]/2 RESULTING FORCES ON COLUMN SECTION AXIAL LOAD MOMENT Mconn 1 7425 4265 10991 2 5940 13718 14909 3 4455 12100 12687 4 2970 9274 9258 5 1485 5241 F2 l 1 53 in. Fl ) . PROJECT ·SMAC FOR R.L. SPEAR CO., INC. 12A bF. 18 MATERIAL HANDLING: ENGINEERING- TELi (909) 869-0989 • FAX::(909) 869-0981 · 161 ATLANTIC AVENUE~ POMONA~ CA 91768 SHEET NO. ,CALCULATED BY J.J. DATE 9/25/00 " COLUMN ·ANALYSIS (3X3X1 4 GA) EXPOSED POST CHECK ANALYZED PER DIV X, CHAP 22 OF THE 1997 UBC. SECTION PROPER.TIES BASED ON THE EFFECTIVE SECTION. :_:· L____,.'-----P..,...=_,;7_,_5o_5_L_B_. --,-___.·I. _ M= _O IN-LB _ KxLx/rx = 1.2*53 iN/l.31 TIN = 4:8,3. . <==:;::: (Kl/r:)max KyLy/ry = 0.8*52 IN/1.096 ·IN == 38.0 Fe= 1tA2E/(KL/r)maxA2 = 124.8 l(SJ Fy/2= 2_7.5 KSI - ·SINCE, F.e > Fy/2 THEN, Fn:::; Fy(l-,Fy/4Fe) = 55 KSl*[1:-5'S KS!/M*l24.8 KSI)] =· 48:9.KSi Pn= Aeff*Fn = 36',~64· LB Oc= 1.92 Pa= Pn/Oc = .36364 LB/1.92 = l8,940LB P/Pa=· . 0.40 > 0.15, · FLEXURE CHECK: P/Pa + (Cmxil'Mx)/(M~x*µx) ~ 1.33 P/Pao + Mx/iMax :S 1.3~ Pno= Ae*Fy = 0. 7 43 INA2-*55000. PSI- ,,;, 40;865 LB. . Pao= Pno/Oc = 40865 LB/l.92 = 21,ga4 Le :Myield:;:::My= Sx*Fy · · ·THUS; = 0. 771 INA3 * 55000 PSI = 42,405 IN-LB · Max= My/Of = 42405 N·l.,B/1.67 = -25,392 iN-lB -· Per= 1tA2El/(KL)maxA2 = 1tA2*~95QO KSl/(1.2*53 -IN)/\2 = 83,28QLB (~Q C4.1~1') (EQ~ c4.:3) (EQC4-2). (EQC4-1} (EQ <;5-1) (EQ CS-2) t SECTION PROPERTIES A= ~.O IN B= 3.0 JN C= 0.75 IN t = 0.075 IN Aeff = 0. 7 43 INA2 'IX = 1.1 57 INA4 Sx = 0. 771 INA3 rx = 1.317 IN ly = 0.801 INA4 Sy= 0;513 INA3 ry = l.09.6 IN Kx = 1.2 Lx = 53.0 IN Ky= 0.80 Ly= 52.0 IN . Fy= 55 KSI E= 29,500 KSI Of= 1.67 Cmx= 1.0 Cb= 1.0 µx= {1 /[1-(flc*P/Pcr)]}A-1 == {1/[1-(1.92*7505 LB/83280 LB)]}A-1 = 0.83 {7505 'LB/1,8940 LB)+ (1'*0-IN-LB)/(25392 IN-LB*0.83) = 0.40 < 1.Q, OK (EQ C5-1) (7505 Lan, 284 LB)+ (0-,iN~LB/25~92 IN-LB)= 0.35 < 1.Q, ·OK (EQ C5-2) SINC~ COLUMN -IS LESS THAN HALF STRESSED, ITIS OK FOR COLLISION LOADS (PER SECTION 2222.5) ' PROJECT SMAC FOR R.L. SPEAR CO., INC. 12/:3 OF 18 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA• CA 91768 SHEET NO. CALCULATED BY J.J. DATE 9/25/00 COLUMN ANALYSIS (3X3X1 4 GA) DOWN AISLE LOADS ANALYZED PER DIV X, CHAP 22 OF THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION . I P= 5,940 LB I .... ____ M_=_1.......,3,'--7_19_IN_-L_B_ Kxlx/rx = 1.2*53 IN/1.317 IN = 48.3 <=== (Kl/r)max KyLy/ry = 0.8*52 IN/1.096 IN = 38.0 Fe= nA2E/(KUr)maxA2 = 124.8 KSI Fy/2= 27.5 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy(1-Fy/4Fe) = 55 KSI*[1-55 KSl/(4*124.8 KSI)] = 48.9 KSI Pn= Aeff*Fn = 36,364 LB Oc= 1.92 Pa= Pn/Oc = 36364 LB/1.92 =_ 18,940 LB P/Pa= 0.31 > 0.15 FLEXURE CHECK: P/Pa + (Cmx*Mx)/(Max*µx) ~ 1.33 P/Pao + Mx/Max ~ 1.33 Pno= Ae*Fy = 0.743 INA2 *55000 PSI ~ 40,865 LB Pao= Pno/Oc = 40865 LB/1.92 = 21,284 LB Myield=My= Sx*Fy THUS, = 0.771 INA3 * 55000 PSI = 42,405 IN-LB Max= My/Of = 42405 IN-LB/1.67 = 25,392 IN-LB Per= nA2El/(KL)maxA2 = nA2*29500 KSl/(1.2*53 IN)A2 = 83,280 LB (EQC4.1-1) (EQ. C4-3) (EQ C4-2) (EQ C4-1) (EQ CS-1) (EQ C5-2) t ------ SECTION PROPERTIES A= 3.0 IN B= 3.0 IN C= 0.75 IN t = 0.075 IN Aeff = 0. 7 43 INA2 Ix = 1.1 57 INA4 Sx = 0.771 INA3 rx = 1.317 IN ly = 0.801 INA4 Sy = 0.513 INA3 ry = 1.096 IN Kx = 1.2 Lx = 53.0 IN Ky= 0.80 Ly= 52.0 IN Fy= 55 ~SI E= 29,500 KSI Of= 1.67 Cmx= 1.0 Cb= 1.0 µx= {1/[1-(0c*P/Pcr)]}A-1 = {1 /[1-(1.92*5940 LB/83280 LB)]}A-1 = 0.86 (5940 LB/18940 LB) + (1 *13719 IN-LB)/(25392 IN-LB*0.86) = (5940 LB/21284 LB)+ (13719 IN-LB/25392 IN-LB)= 0.94 0.82 < 1.33, OK (EQ CS-1) < 1 .33, OK (EQ C5-2) I~ PROJECT FOR SMAC ~.L. SPEAR. CO., INC. MATERIAL HANDLING ENGINl;ERING TEL: (909) 869-0989 • FAX: (~) 869-0981 161 ATLANTIC AVENUE• POMONA~ CA 91768 · SHl;ETNO. 12 C,, OF 18 CALCULATED BY J.J. DATE 9/25/00 ----- COLUtv1N_ANAt. YSIS (3X3Xl4 GA): :CROSS AISLE LOADS ANALYZEO PER DIV x,· CHAP 22 OF THE 1997 lJBt'. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. Pstatic= 7,4?,S L1;3 Pseismic= Z.642391N:.LB/56 IN, =· 4,719 LB Ptotal= 12, 1-44 lB My= V*h · ·= 1357 LB* 7.251N = 9,838' IN-~B Kxlx/rx = l .2*53 IN/1.31 TIN ;::::: 48.3 <=== (Kl/r)rn~x KyLy/ry = 0.8*52' IN/l.096. IN . = 38.0 Fe= n"2E((KL/r)m~xA2 = l24.8KS.1 .Fy/2= 27.5 KSI SINCE, Fe > Fy/2 THEN,. Fn= Fy(1 -·Fy/4Fe) = 55 kSi*[1-5.5 ~Sl/(4*l24.8 KSl)J = 48.9·KSI. Po=. Aeff*Fn = 36,364 LB nc= 1.92 Pa= Pn/nc = 3'6364 LB/1.92 = 1'8,940 LB P/Pai: 0.64 > 0, 15 ··.FLEXURE. CHE.CK:' P/Pa· + (Cinx"'Mx)/(Max~µx) :;;; l.33 P/Pao + Mx/Max :;;; 1.33 Pno= Ae*Fy = 0. 7 43 INA2 :Ir 5 5000 PSI = 40.,865 LB Pao= Pno/nc = 40865 lB/l.92 = 21,284 LB Myield=My= sy*FY .THUS, = 0~513 INA3 * SSQOO P$1 = 42,405 IN.,.LB Ma~:;= My/nf =· 42405 IN-LB/1.67 :;:: 25,392 IN-LB t (EQ· C4J,-1 ) (EQ. C4-3} (EQ C4-2) · (EQ C4-1) (EQ C5-1) (EQ G'5-2). B _J ~ ?EPTH ---.rt SIDE ELEV A-TION SECTION PROPERTIES . A= 3.nlN ·B= 3.0 IN C= 0.75 IN t = 0.075 IN Aeff = 0. 7 43 INA2 · ,x = 1.157 INA4 Sx = 0. 771 INA3 rx = 1.317 IN ly = 0.801 INA4 Sy= '0,513 INA3 ry = 1.096 IN Kx = 1.2 Lx = 53.0 IN _Ky= 0.80 Ly= 52.0 IN Fy= 55 KSI E= 29,500 KSI flf= 1.67 Cmx= 1.0 V= 1,357 LB Mseisniic= 264,239 IN-LB h= 7.25 IN DEPTH= 56 IN Cb= 1.0 . Per= nt\2El/(KL)maxA2 = nA2*29500 i<Sl/(1.2*53 IN)A2 ;:, 83,280 LB . .µx= {1 /[1-(flc*P/Pcr)]}A-1 = {:1 /[1-(1.92*12144 'LB/83280 l,B)]}A-1 = 0.72 :(12144 LB/1894.0 ~B) +(1*9838 IN.,.LB)/(25392]N:.LB*0.72) = 1(12144· LB/21284 LB}+ (98;38 IN .. L13/25392 IN-LB)= 1.18 0.96 < 1.33, OK (EQC5-1) < 1.33, OK (EQ CS-2) MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 BEAM ANALYSIS PROJECT FOR SMAC R.L. SPEAR CO., INC. SHEET NO. 13A OF 18 CALCULATED BY J.J. DATE 9/25/00 BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABILIZE THE SYSTEM, AL THOUGH IT DOES NOT PROVIDE FULL FIXITY. THUS, THE BEAMS SHALL BE ANALYZED ASSUMING PARTIAL END FIXITY. FOR THE COMPUTATION OF THE BEAM TO COLUMN MOMENT CONNECTION CAPACITY, THE PARTIAL END FIXITY MOMENT OF THE BEAM WILL BE ADDED TO THE LONGITUDINAL FRAME MOMENT FOR THE ANALYSIS OF THE CONNECTION. EFFECTIVE MOMENT FOR PARTIALLY FIXED BEAM FOR A SIMPLY SUPPORTED BEAM, THE MAX MOMENT AT THE CENTER IS GIVEN BY WLA2/8. AN ASSUMPTION OF PARTIAL FIXITY WILL DECREASE THIS MAXIMUM MOMENT BY THE FOLLOWING METHOD: 0 = 0.13 Mcenter= Mcenter(simple ends) -0*Mcenter(fixed ends) = wLA2/8 -(0.125 * wLA2/12) = wLA2/8 -wLAZ/96 = 0. 115 * wLA2 REDUCTION THUS, COEFF B= 0.11 5/0.125 = 0.92 Mcenter= B*(wLA2/8) = 0.92*(wLA2/8) Mends= 0*Mmax(fixed ends) = (wLA2/12)*0.125 = 0.0104*wLA2 , ... EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM ___ r_ Mcenter( simple) Mends (fixed) _________ L ___________ _ L\max Mcenter (fixed) L-----------tl TYPICAL BEAM FRONT VIEW FOR A SIMPLY SUPPORTED BEAM, THE MAX DEFLECTION AT THE CENTER IS GIVEN BY SwLA4/384EI. AN ASSUMPTION OF PARTIAL FIXITY WILL DECREASE THIS MAXIMUM DEFLECTION BY THE FOLLOWING METHOD: Amax= B * [Sw(L)A4/(384*E*lx)] MATERIAL HANDLING,ENGINEERING TEL: (909) 869-Q989 • FA)(: (908) ~1 . 161 ATLANTIC AVENUE• ·POMONA• .CA 91768 · • ._ •• <.. - PROJECT FOR SHEET NO. CALCULATED BY BEAM ANALYSIS 4-1:/8x2-3/4Ki 4ga (4142) . L LIVE LOAD=: t932 LB, L DEAD LOAD= 70 LB END FiXITY= 12.5 % Mcenter= 0.1 i 5 ,tr wLA2 = 2 l, 749 IN-LB Mend~= 0.01-'04*wLA2 · = 1,~67 iN-LB Lmax= [1950+1200(Mt/M2)]b/Fy M1/M~= 0.0904~4783 <=== SINCE Mcenter > Mends Lmax=· (1950 + 108:5,)t'?.7:S/5~ = 102.91N' ·< L THUS, .Fb= 0.6 * :Fy . , = 33,000 PSI, ' -- . MAXIMUM STATIC LOAD P~B:LEYEL, DEPENDS ON: I 1) M_AXIMUM MOMENT CAPACFfY IF, fb= M/SX THEN, 0.6 *· Fy:;: (B*wLA2/8)/Sx THUS, MAX WEIGHT/LVL= {9.6:".Fy*Sx/(B.* L))*a OR, ;,; (9;6* SS'KSI *·o:9491NA3)/{().~2*.126 IN)*0.875 = 3,782. LB/LVL 2.) MAXIMUM ALLOWABLE DEFLECTION (li!'lax) IF, ANO; Tl:IEN; MIIOW= .ui,80; == 0.700 IN fl.= [Sw(L)A4/(384"'~*1x)]*'B MAX WEJGHT /LVL= 2*[(384*E*lx:-=t:;~llow)/{S*LA3 * ~)] ,:,; 3, 5 i 6 LB/'.t.;VL <===: GOVERNS THUS,, MAX ALLOWABL,E .LIVE LOADPER t~VEL = 3,446 LB/LVL ALLOWABLE AND"ACTUAL BENDING MOMENT AT EACH LEVEL 1313 a SMAC R.L SPEAR CO., INC. OF 18 J.J. DATE 9/25/00 STEP BEAM PROPERTIES Ix= 2.07 5 INA4 Sx= 0:949 INA3 Fy= 55,000 PSI Length=L= 12_6.0 IN Unbraced'Length=L= 126.0 IN a= 4.125 IN b= 2.750 IN C= 1.750 IN d= 1.000 IN e= 1.625 IN t= 0.0747 IN Mlong.= 1491 0 IN-LB a = IMPACT COEFF.= 0.87 5 B= 0.92 Mstatic= .13*wLA2/8 Mallow(static)= .$ * Fb Mseismic= Mconn=Mlong.+Mends · -Mimpact= Ms~atic*1 :125' · Mstatic LEVEL 1 · 21., 749 IN~lB Maliow{seismic)= S * Fb * 1 .33 . Mimp9ct .Maflow(static)' Mseismic Mseismic(allow). 24,_857 IN-L,;8 31,.317 .IN-LB 16877 IN-LB 41,746 IN.;LB RESULT GOOD PROJECT FOR SMAC R.L. SPEAR CO., INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA• CA 91768 SHEET NO. 14A OF 18 CALCULATED BY J.J. DATE 9/25/00 BEAM TO COLUMN ANALYSIS: ANDERSEN STANDARD Mconn max= Mconn. seismic + Mend = 14,910 IN-LB CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS: PER AISI SECTION E-3.3 1) SHEAR CAPACITY OF STUDS: AISI TABLE E 3.4-1 STUD DIAMETER= 7 /16 IN Fy= 24000 PSI <===A307 Pmax-shear= Fy * Area = 24000 PSI* (0.4375 IN)A2 * rr/4 = 3,607.9 LB 2) BEARING CAPACITY ON COLUMN: Fu= 65,000 PSI Column Thickness= 0.075 IN Pmax-brg= Bearing Area * Fbearing = (2.22 *Fu)* (Dia.* thickness) = (2.22 * 65000 PSI* 0.4375 IN* 0.075 IN)/2.22 . = 2,132.8 LB < 3607.9 LB 3) MOMENT CAPACITY OF BRACKET: Fy(BRACKET)= 50,000 PSI Mcap= Sbracket * Fbending Mconn Mupper r, Mlower Mconn " 1" I 2''. 2" = 0.207 INA3 * 0.66 * Fy = 6,831 IN-LB -+--,..-1111,1 --------ai.:,-112 II THUS, C= Mcap/0.75 = 1.67 * P1 P1 = 0. 798 * Mcap = 8,197 IN-LB > 3607.9 LB THUS, GOVERNING VALUE IS THE MIN VALUE OF P1, P1 -eff= 2, 1 33 LB Mconn-allow= P1* 4.5 IN+ P2 * 2.5 IN+ P3*0.5 IN = 5.94 * P1-eff * 1.33 = 16,905 IN-LB > Mconn max, OK 4) SAFETY PIN UPWARD FORCE CHECK: SAFETY PIN SIZE(0)= 3/8 IN Vallow= 0.4*AREA*Fy = 0.4*(0.375 IN)A2*rr/4*24000* PSI = 1,060 LB > 1,000 LB THEREFORE OK 1/2" ------:11.-- (SECTION 2227.1, 1997 UBC) ·PROJECT -FQR MATJ:RIAL:HANDLING ENGINEl;RING TEL: (909) 869-0989 •· f AX: (909) 869-0981 16t ATLANTIC AVENl:Jl: • POMONA• GA 9176e SHEET NO. CALCULATED BY STER -BEAM WELD SE<;ttdN PRdPERTIES & CAPACITIES SCOPE; _ DHERfv11N~ THE EFF~CtlV~ SECTION PROPERTIES OF THE M!:tv1BER WELD SHOWN -. BELOW. THE EFFECT OF THE ROUNDED CORNERS ARE TAKEN INTO ACCOUNT. -.;. ---, I. L--- ------..:.-. TY.PE:" A'' WELD C= 0=' _ -t~weld* = Fu:-weld== 7Q;000 PS.! . ,Fy;-oase metal= ----1 . ---, .. ,..- -.,--.,.1, . , --~-- . . . -------- -TYPE '1811 WELD TYPE '~C"_ WELD -~ TYPE-11 81i WELD . ...j, "·•-~~·•·4-,:-...x.1;.<·iVh,, .. , ,;.""-,<~,--~:··.-· -........ _~µ .. _. -·.,,,.,j,1 · EFFECTIVE SECTION PJ36PERTY -FOR _WELD* *TAKES_IN:,-0 ACCOUNT 0.70.71 REDUCTION.FACTOR A SMAC R.L. SPEAR CO., INC ... 14£, OF 18 · J.J. DATE 8/18/00 TYPE II D" WELD It .0 ., t ; ., ; ; I• I I ; " ; +c.G " ,, ., " F ; ". ·-t :,' i_l ; :,' Y-BAR _l · 1 ELEMENT I WIDTH -_--· 1 _ -_HEIGHT 1 y.,.sAR ELEM. I AREA I · Y-BAR I -I - 1 . 0.0000 IN; --0.0000 IN .. 2· 0. 1 a·?-S lN 4.1250 'IN ~ 0.0000 IN d.QOOO·IN - 4 0.1'875 IN 1'.62-SO'IN 5 0.0000 IN 0:0000 IN - 6 Q.187"5 IN 2.5000:IN - WELP MOMENT ce,pACIIY u:NDER SslSMl<;:L;9APING-- Fb~$e-r'netal= 0.6*Fy-pase met~l == 33,000 PSI ·Fweld= -0.~*Fu = ?1,000 PSI Feffectiv,e= 2 j ,d00 .PSI CAPACITY= Feff * Sx~w~ld 1r 1.3~ = 21000 PSI* 1.0.63 fNA3 * 1-.3·3 =-I 29,703 IN-LB. ·I . - Ii!!!!!~ !:!!!! !~~! ;~~~~ !i!!!!i~jJ --. -!AREA= --1 .5469 INA 2 y bar= 2.063 IN Ix= 2;1934 INA4 .. --~·,:.__·· --- MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 91768 PROJECT __ S_M_A_C _________ _ FOR ___ R_.L_._S_P_EA_R_CO_._, _IN_C_. ----- SHEET NO. ___ 1_5 ___ OF ____ 18 __ _ CALCULATED BY J.J. DATE 09-25-2000 TRANSVERSE ANALYSIS: BRACING :TYPE: 3 FRAME FLOW RACK (INTERIOR) IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN. DIAGONAL BRACING : COMPRESS I ON MEMBER L di ag. = [(L-6)'2+(D-2* Bcol )12]'.5 = 67.9 Vdi ag =Vtrans * Ldi ag. / D = 1646# kl/rmin = [ 1 * 67.9 ]/ .488 = 139.2 Fa =[12n 12EV[23(kl/r)t2] = 7704 psi. fa/Fa =Vdi ag/(Area* Fa) = 0.66 1 L= 5211 l }-D-56"-+ DI AGGJAL AND Hffil ZCNf AL BRACING ~w----, ~,,,,,, T H :; _J Ar ea= .325 11"2 rmin= .488 11 t= ,0747 II W= 1.5 11 H= 1.5 11 MATERIAL HANDLING ENGINEERING TEL: (909);869-0989· ~ FAX: (909) 869-0981. 161 ATLANTIC AV~NUI: • POMONA,• 'GA 9f1~ . PROJECT .FOR ·SHEET NO. 1 6 CALCULATED BY SMAC R.L. SPEAR CO., INC.·.· . Of 18 J.J. DATE 9/25/00 · -OVERTURNING ANALYSIS: TYPE: 3FRAME/4PALLET DEEP -FLOW RACK {INT) ANALYSIS OF OVERTURNING WILL BE BASED ON'. SECTION 22~8.7.1 OF THE 1997 UBC D!=PTH = 56 in, TOP LEVEL HEIGHT= 230'in FULLY LOADED: Total Shear= 1,35T It? Mot= !(Fi*hi) * l.1'5 EL n · . r ... · I = 264,239 in~lb Mst= L(.Wp+.85wDL)*D/2 = (14500 lb+ .0.85*350Jb)*56 ili/2 = 414,330i,rH~ EL 5 EL 4 / Fn ....-----;-, FS -7F4 Puplift= 1(Mot -Mst)/Depth = (264239-414330)/56 = 0. lh <= NO UPLIFT EL 3 TOP· SHELFLOADED: SHEAR= 271 lb. EL 2 Mot= Vtop * ht·* 1.15 -Fz = 271 lb* 23() in* t.1$ = 71,793 in-lb EL l ___ ..,... F1 Mst = (Wp+wDL)*D/2 = .(2900 lb+ 0.85*350.lbt56/2 :::; 89,530 JrHb Puplift = 1 (Mot -Mst)/Depth . = o lb <=.= NO :ul?LIFT ANCHORS ·QUANTITY= 1 PULLOUT= 87'.5 LB- SHE;AR :;: 1840 LB COMBINED STRES$-1 = (0 l,aB/875 :LB)"S/3 +. (679 U,3/t840 LB)"S/3 . = 0.:19 < 1.33 OK COMBINED STRESS2 = (0 LBZ875 b:8)"5/3,+ (136 LB/t840 LB)"S/3 = 0;01 < 1.33 QK F3 USE (1) 1/2"0x3~ 1/2"MIN. EMBED. HIL Tl KWIKBOLT II ( 1.C.B.0. #4627) OR APPROVED EQUAL PULL OUT CAPACITY IS THAT OFWITHOUT SPECIAL, INSPECTION. PROJECT FOR SMAC R.L. SPEAR CO., INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA• CA 91768 SHEET NO. 17 OF 18 BASE PLATE ANALYSIS Pcol = 7,425 LB EFF.BASE PLATE WIDTH (B)= 4.5 IN EFF.BASE PLATE DEPTH (D)= 4. IN b = 3.000 IN b1 = 1.5 IN THICKNESS (t) = 0.375 IN Fy = 36,000 PSI fa =PIA= Pcol/((D){B))= 412.5 PSI CALCULATED BY Mbase= (W)(LA2)/2 = (fa)(b1 A2)/2 = 464.06 IN.LB. Sbase=(1 )(tA2)/6= 0.0234 INA3 Fbase =(0.75)(Fy)= 27,000 PSI fb/Fb = Mbase/((Sbase)(Fbase)) = 0.73 < 1.00 OK J.J. DATE 9/25/00 Pcol l bl--+--b--' .,._ ___ 8------i Fa MATERIAL HANDLING.ENGINEERING TEL: (909) 869-0989 • FAx: (9Q9):868-Q98~ . 161 ATLANTIC AVENUE~ POMONA! CA.91768 . PROJECT FOR SHEET NO. CALCULATED BY 18 SMAC R.~.· SPEAR CO., INC. OF 18 J.J. DATE 9/25/00 ----- ' SLAB AND SQIL:· TYPE: 3FRAME/4PALLET DEEP FLOW RACK {INT), PER THE 1997 U.B.C, · TH!: SLABIS CHECKEO FOR PUNCTURE STRESS. IF NO PUNCTURE :OCCURS THE SLAB IS. ASSUMED TO DISTRIBUTE THE LOAD OVER A 'LARGER.AREA bF SOIL HENCE, ACTING AS A FOOTING. CONCRETE IS REINFORCED. : ·CA) PUNCTURE P = (1.4)(Pcoi)+(1.7)(MoVd) = (1.4)'(7460) + '(1.7)(~64239!N~LB/56IN) = 18,466 LB · Fpunct = (2:66)(F;c"0.5) = (2:66)'(2500 PSl)AQ.5 = 13;3PSI Apunct:;:: [(Wett.+V2).:t(Deff.+V2}](2)(t) = [(4 IN+ 512)+ (TIN+ 5 INl2)]*(2r(!5 IN) = 169.8 INl\2· fv/Fv = P/[(Apunct)(Fpunct)l = 18465.54 LB/[(1~9.:76581N"2>"(133 PSI)* 0.9] CB) SLAB TE~SION Asoil = P/[(1.33)(fs)] = 18465.54 Li?/[(1:33)*(1000PSF/1441N"2/FP2)l =· 1999,.3' FT"2 L = Asoll"0.5 = (1.999.28 FP2J"0.'5 = 44.7 IN B = [(Weff.)(Peff.)]"0'5+t = [(4 IN)*(7 IN)]"0.5.+ 5 = 10.5 IN b = (L-B)/2 = (44.71 IN -1Q.52 IN)/2 = 17,1 IN Mconc = (w)(b"2)/2 = [(1.$3)(fs)(b"2)]/[(144)(2)l = [(1.33)*·(1000 PSl)*(17.1 IN)"2]/[(1.44)(2)J = 1 ,350 IN-LB Scone= (1 )(t"2)/6 = (1)*(5 IN.)"216 = 4.56 IN"3 Fconc = (5).(~}(f'cf\0:5) = (5).*(0:9)*(2500 PSl)"0.5 · = 225.0 RSI fbiFb = Mconc/[{Sconc)(Fconc)] = 1349]2 IN-LB/[(4,56 IN"$)(225· PSI)] -----L _____ .,,.. lo.91 lt32 < 1.33 OK BASE PLATE Weff. = 4.0 JN Deff. = 7:0 IN CONCRETE t= 5 IN f'c = 2,500 PSI SOIi:. ts= 1',000 PSF DEPTH= 56.PIN. Mot= 264,239 IN-LB Pcol= 7;460 LB STOR/lGE R.ACKS ORNE-IN RACKS Cl>NTILEVER RACKS MEZZANINES CCNVEYORS CAAOUSELS STEEL SHEL VN3 MOVN3LE SHEL 'ING STORAGE T />NKS MOO.JLAA OFFK:ES GONDClAS BOOKSTACKS SEIZMIC. MATER I AL HANDLING ENGi NEER I NG EST. 1985 CfTY APPROVALS STATE APPROVALS PERMfTTIIIK3 SERVICES PROOUCT TESTING FELD INSPECTION SPECIAL FN3RICATION SEISMIC ANALYSIS OF STORAGE RACKS FOR SMAC ALASKA ARIZONA CALIFORNIA COLORJ>DO IDAHO MISSOJRI Nf:>.ll'DA NfW MEXICO OREGON PENNSYLVl>NA UTAH W ftSHINGTON 161 ATLANTIC STREET • POMONA • CA 91768 • TEL: (909)869-0989 • FAX: (909)869-0981 C/JoO J){ 4/ MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT __ SM_A_C _________ _ FQR ___ R_.L_._S_P_EA_R_CO_._, I_N_C_. ____ _ SHEET N0. ___ 2 ___ OF ___ 1_8 __ CALCULATED BY __ J_.J_. __ DATE 08-18-2000 TABLE OF CONTENTS SCOPE: DES CR I PTI ON COVER SHEET TABLE OF CONTENTS SCOPE PARAMETERS CONFI GURA Tl ONS COMPONENTS & SPECS. LOADS AND-DI STRI BUTI ON LONGI TUDI NAL ANALYSIS COLUMN BEAM BEAM TO COLUMN BRACING OVERTUR NI NG BASE PLATE SLAB & SOIL PAGE# 1 2 2 3 4 -5 6-9 10 1 1 12 13 14 15 16. 17 18 THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUI LOI NG CODES WITH RESPECT TO STATIC AND SEISMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY, WITHOUT ANY Fl ELD WELDING. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 91768 PROJECT __ S_M_A_C __________ _ FOR ___ R_._L._S_P_E_A_R_C_O...;..,_I_NC_. ____ _ SHEET N0 .. ___ 3 ____ OF ____ 1_8 __ _ CALCULATED BY __ J_.J_. __ DATE 08-18-2000 STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN ANY ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT, WHILE THE BRACING ACT TRANSVERSELY. 1. COLUMN. TRIBUTARY AREA 2. BEAM. 3. BEAM TO COLUMN. ,------/-----. --------; ' ' : ' 4. BASE PLATE. 5. HORIZONTAL BRACING. 6. DIAGONAL BRACING. 7. BACK CONNECTOR. !:~--------TRANSVERSE ' ~--,,,,, __ , _______ ,_, ____ ~ LONGITUDINAL TOP VIEW MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 91768 CONFI GURA Tl ONS PROJECT_--:S_M_A_C~----------- FOR ___ R_._L._S_P_E_A_R_C_O....:...,_I_NC~. ____ _ SHEET N0. ___ 4 ____ OF ____ 18 __ _ CALCULATED BY __ J_._J_. __ DATE 08-18-2000 TYPE: 5 FRAME FLOW RACK (INTERIOR) I 3,010 lb. T-5 t-3,010 lb. T-252" 4 +-3,010 lb. t--i 3,010 lb. 2 ~ 3,010 lb. L " 1 L 126" l ,jt.. 56" ,r ,jt.. 56" ,r 'I 'I 1YPE: 5 FRAME FLON RACK ( EXTERI ffi) I 2,485 lb. T-5 t-2,485 lb. T-252" 4 +-2,485 lb. f-i 2,485 lb. 2 ~ 2,485 lb. L " 1 ~ 126" l ,jt.. 5611 .+ J ~ 'I ,. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 91768 CONFI GURA Tl ONS PROJECT __ S_M_A_C ___________ _ FOR ___ R_._L._S_P_E_A_R_C_O.....:..,_I_NC_. ____ _ SHEET NO._ __ 5 ____ OF ____ 1_8 __ _ CALCULATED BY __ J_.J_. __ DATE 08-18-2000 TYPE: 3 FRAME FLON RACK (INTERICR) I 3,009 lb. }-5 t-3,009 lb. }-252" 4 t-3,009 lb. 3 T-i-3,009 lb. 2 +-3,009 lb. L II 1 L 126" L ~ 56"-,j,~ 56"-,j, 'I ,i TYPE: 3 FRAME FLON RACK (EXTERICR) I 2,513 lb. }-5 t-2,513 lb. }-252" 4 t-2,513 lb. 3 T-L 2,513 lb. 2 +-2,513 lb. L II 1 L 126" L ~ 56"-,j, 'IL L 'I ,i "I PROJECT_-S_M_A_C __________ _ FOR ____ R_.L_. _S_PE_A_R_C_O_.,_IN_C_. ____ _ SHEET N0. ___ 6 ___ OF ____ 1_8 __ _ MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY __ J_.J_. __ DATE 08-18-2000 TYPE: 5 FRAME FLOW RACK (INTERIOR) SP ECI Fl CATI ON -MAIN STEEL -BASE PLATE STEEL 55000 PSI 36000 PSI 3,010 lb. 5 -ANCHOR -WEDGE TYPE 1/2 x 3-1/2 MIN. EM ED. 4f" 3,010 lb. -FLOOR SLAB 5" X 2500 PSI. REINFORCE\ 252" 1 t:::;::=::::::::::::::::::::::::::::==t 4 -SOIL BEARING PRESSURE 1000 PSF -SEISMIC ZONE 4. -TYPE= INTERCONNECTED UNITS. +-==== i·t============i +--~=====~ II 3,010 lb. 3,010 lb. 2 3,010 lb. 1 I 429# f-547# • :::~ f--416# ___. 286# 122# t-_. 156# .. 20# L 26# • J 126" k ,r-56",j, I u = 126" SECTIO\J AXI ,AJ... FCR CE MClv1ENT BEAM MClv1ENT 1 7,775 lb. 3,941 in.lb. 10, 189 in.lb. <-stdcoon. 2 6,220 lb. 12,437 in.lb. 3 4,665 lb. 11,055 in.lb. 13,746 in.lb. <-stdcoon. 4 3,110 I b. 8,521 in.lb. 11,788 in.lb. <-std coon. 5 1,555 lb. 4,836 in.lb. 8,679 in.lb. <-stdcoon. 4, 41 8 in.lb. <-stdcoon. TYPE: 5 FRAME FLOW RACK (INTERIOR) D'ESLGN LOAD= 3010# BASE PLATE COLUMN BEAM -J -J 3X3X14GA -J 4X7X.375 CQUMN STRESS =0.87 4-1/8X2-3/4X14GA(4142) BASE PINNED MAX LO\D/LE\!EL = 3,220 lb. BEAM IS O.K. OVERTURNING BRACING SLAB & SOIL -J HORIZONTAL -J DIAGONAL -J -J ANCHCR STRESS= 0.39 1 1 /2 X 1-1 /2 X 14 GA 11/2X1-1/2X14GA PUNCT. STRESS = 1.06 # a= ANCHCRS = 1 STRESS= 0.26 STRESS= 0.69 BENDING STRESS =1.28 DESIGN PER THE 1997 UBC -ZONE 4, TYPE B FAULT, (WHERE Na=1.0, >SKM). ANCHORS ARE HILTI KWIK BOLT II WEDGE TYPE ANCHORS I.C.B.O. #4627 OR APPROVED EQUAL 400"/(1,000LB/PALLET*2WIDE*7DEEP)=86"/n, WHERE n = 3,010 LB/LEVEL. PROJECT __ S_M_A_C ___________ _ FOR ___ R_._L._S_P_E_A_R_C_O_.;...,_I_NC_. ____ _ SHEET N0. ___ 7 ____ OF ____ 1_8 __ _ MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY __ J_.J_. __ DATE 08-18-2000 TYPE: 5 FRAME FLOW RACK (EXTERIOR) SPECIFICATION -MAIN STEEL -BASE PLATE STEEL 55000 PSI 36000 PSI 2,485 lb. 5 -ANCHOR -WEDGE TYPE 1/2 x 3-1/2 MIN. EM ED. 4f" 2,485 lb. -FLOOR SLAB 5 " X 2500 PSI. REINFORCE! 252" -r-l=============I 4 -SOIL BEARING PRESSURE 1000 PSF -SEISMIC ZONE 4. --TYPE= INTERCONNECTED UNITS. t-~====I i-· l=;:::=::::::::=:::===l +-==== " 2,485 lb. 2,485 lb. 2 2,485 lb. 1 457# .. 348# ___. 239# _. 130# ... 21# • 126"--J lu= 126" ~ 56"~ SECTia-.J AXIAL F CR CE MCJvtENT BEAM MCJv1ENT 1 6,462 lb. 3,296 in.lb. 8,849 in.lb. <-stdconn. 2 5, 170 lb. 10,403 in.lb. 11,825 in.lb. <-stdconn. 3 3,8781b. 9,247 in.lb. 10, 187 in.lb. <-stdconn. 4 2,585 lb. 7,128 in.lb. 7,587 in.lb. .:::-stdconn. 5 1,292 lb. 4,045 in.lb. 4,023 in.lb. <-stdconn. - TYPE: 5 FRAME FLOW RACK (EXTERIOR) DESIGN LOAD = 2485# BASE PLATE COLUMN BEAM -,J -,J 3X3X14GA -,J 4X7X.375 CQUMN STRESS =0.72 4-1/8X2-3/4X14GA(4142) BASE PINNED MAX LO<\D/LE\IEL = 3,220 lb. BEAM IS 0.K. OVERTURN! NG BRACING SLAB & SOIL ,J HORIZONTAL -,J DIAGONAL ,J ,J ANCHCR STRESS= 0.33 1 1 /2 X 1-1 /2 X 14 GA 1 1 /2 X 1-1 /2 X 14 GA PUNCT. STRESS = 0.88 # a= ANCHCRS = 1 STRESS= 0.21 STRESS= 0.58 BENDING STRESS =1.00 400"/(1,000LB/PALLET*2WIDE*7DEEP)=71 "/n, WHERE n = 2,485LB/LEVEL SEIZMIC PROJECT __ S_M_A_C ___________ _ INC. FOR ___ R_._L._S_P_E_A_R_C_O_.,_IN_C_. ____ _ SHEET N0. ___ 8 ____ OF ____ 1_8 __ _ MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 91768 CALCULATED BY J.J. DATE 08-18-2000 ----- TYPE: 3 FRAME FLOW RACK (INTERIOR) SP ECI Fl CA Tl ON -MAIN STEEL 55000 PSI 3,009 lb. 547# I: 12 6"'----1~ I u = 126" ,r-56",I, SECTICN AXIAL FCRCE M°'1ENT BEAM M°'1ENT 1 7,772 lb. 1,970 in.lb. 9,342 in.lb. <-stdconn. 2 6,218 lb. 12, 714 in.lb. 14,009 in.lb. <-stdconn. 3 4,664 lb. 11,304 in.lb. 12,010 in.lb. <-stdconn. 4 3,109 lb. 8,715 in.lb. 8,831 in.lb. <-stdconn. 5 1,5541b. 4,947 in.lb. 4,474 in.lb. <-stdconn. TYPE: 3 FRAME FLOW RACK (INTERIOR) DESIGN LOAD = 3009# BASE PLATE COLUMN BEAM ...J ...J 3X3X14GA ..J 4 X7 X.375 CQUMN STRESS =0.88 4-J/8X2-3/4X14GA{4142) Mbase= 1969 in.lb. MAX LOO/LEVEL= 3,220 lb. BEAM IS 0.K. OVERTURN! NG BRACING SLAB & SOIL ...J HORIZONTAL ...J DIAGONAL ..J ...J ANCHCR STRESS= 0. 19 1 1 /2 X 1-1 /2 X 14 GA 1 1 /2 X 1-1 /2 X 14 GA PUNCT. STRESS = 1.07 # a= ANCHCRS = 2 STRESS= 0.25 STRESS= 0.69 BENDING STRESS =1.29 234"/(1,000LB/PALLET*2WIDE*4DEEP)=88"/n WHERE n= 3,009 LB/LEVEL PROJECT __ S_M_A_C ___________ _ FOR ___ R_._L._S_P_EA_R_C_O_.,_IN_C_. ____ _ SHEET N0. ___ 9 ____ OF ____ 1_8 __ _ MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 91768 CALCULATED BY J.J. DATE 08-18-2000 ----- TYPE: 3 FRAME FLOW RACK (EXTERIOR) SPECI Fl CATI ON -MAIN STEEL 55000 PSI -BASE PLATE STEEL 36000 PSI 2,513 lb. 5 , 46" -ANCHOR-WEDGETYPE 1/2x 3-1/2MIN. EM ED. f--1=:;;:::======1 2,513 lb. -FLOOR SLAB 5!" X 2500 PSI. REINFORCE! 252" 4 -SOIL BEARING PRESSURE 1000 PSF -SEISMIC ZONE 4. -TYPE= INTERCONNECTED UNITS. r I=======~ 46" . 4--t=:=:=:=====I 46" f-l====:::::::::::::::===I II 2,513 lb. 3 2,513 lb. 2 2,513 lb. 1 I 363~ t-462# ... 352# 2n }-___. 190# 242# 103# ~ ...... 131# .. 16# L 21# ... J 126" ,.~ ~ 56",I, I u = 126" SECTICJ,J AXIAL FffiCE M 0,,1 ENT BEAM M 0,,1 ENT 1 6,532 lb. 3,331 in.lb. 9,040 in.lb. <-stdcoon. 2 5,226 lb. 10,749in.lb. 3 3,920Ib. 9,557 in.lb. 12, 153 in.lb. <:.. stdcoon. 4 2,613 lb. 7,368 in.lb. · 10,462 in.lb. <-stdcoon. 5 1,306 lb. 4,182 in.lb. 7,775 i n.1 b. <-stdcoon. 4,091 in.lb. ~ stdcoon. TYPE: 3 FRAME FLOW RACK (EXTERIOR) DESIGN LOAD = 2513# BASE PLATE COLUMN BEAM ...J ...J 3X3X14GA ...J 4X7 X.375 CO...UMN STRESS =0. 7 4 4-1/8X2-3/4X14GA(4142) BA.SE PINNED MAX LO\D/LE\11:L = 3,220 lb. BEAM IS 0.K. OVERTURN! NG BRA-Cl NG SLAB & SOIL ...J HORIZONTAL ...J DIAGONAL ...J ...J ANCHffi STRESS = 0.3 3 1 1 /2 X 1-1 /2 X 14 GA 1 1 /2 X 1-1 /2 X 14 GA PUNCT. STRESS = 0. 90 # a= ANCHffiS = 1 STRESS= 0.22 STRESS= 0.59 BENDING STRESS =1.03 234"/(1,000LB/PALLET*2 WIDE* 4DEEP)=73.5"/n WHERE n=2,513 LB SMAC PROJECT FOR R.L. SPEAR CO., INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 SHEET NO. 10 OF 1 8 CALCULATED BY J.J. DATE 8/18/00 LOADS & DISTRIBUTION: TYPE: 3FRAME/4PALLET DEEP FLOW RACK llNTI LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA) = wLL DEAD LOAD PER SHELF = wDL SEISMIC BASE SHEAR DETERMINED IN ACCORDANCE WITH SECTION 1630.2.1 OF THE 1997 UBC = V. WHERE: V = ( ( 2.5 x Ca x I) / R) x Wtotal Wtotal = (wLU2 + wDL) SEISMIC ZONE= 4 Ca= 0.44Na WHERE Ca = 0.44Na AND Na = 1 I= 1.00 SOIL COEF. = Sd R (LONGITUDINAL) = 5.6 R (TRANSVERSE) = 4.4 wDL= 100 LB n= 2 DEPTH= 56 in LONGITUDINAL DIRECTION: (SECTION 2228.5.2) (SECTION 2228.5.2 ) INTERCONNECTED UNITS Vlong = [2.5*0.44*1 *(15045/2+500)/5.6]/1.4 = 1,126 lb Fi = V Whi/IWh TRANSVERSE DIRECTION: Vtrans = [2.5*0.44*1 *(15045/2+500}/4.4]/1.4 = 1,433 lb Fi = V Whi/LWh I SEISMIC DISTRIBUTION: I LEVEL h WEIGHT IN LB 1 9.0 3,009 2 .46.0 3,009 3 46.0 3,009 4 46.0 3,009 5 46.0 3,009 I 193 IN I HEIGHT WXH IN LB.-IN 9.0 27,081 55.0 165,495 101.0 303,909 147.0 442,323 193.0 580,737 I= 1,519,545 TOTAL FRAME LOAD = 15545 LB Fi (long) Fi (trans) Mot LB LB IN-LB 20.1 25.5 229.8 122.6 156.0 8,581.4 225.1 286.5 28,938.3 327.7 417.0 61,300.6 430.2 547.5 105,668.4 1126 LB 1433 LB 204,718 IN-LB PROJECT __ S_M_A_C _________ _ FOR ___ R_._L._S_P_E_A_R_C_O_.,_I_NC_. ____ _ SHEET NO. ___ 1 _1 ___ OF ____ 18 __ _ MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 CALCULATED BY J.J. DATE 08-18-2000 LONGITUDINAL ANALYSIS :TYPE: 3 FRAME FLOW RACK (INTERIOR) THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE.(OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). Vlong = 2 * Vcol = 1,126 I b. Vcol ~ 563 l·b. F 1 = 10 lb. F 2 = 61 I b. F3= 113 I b. F4= 164 I b. F5= 215 lb. BASE PROVIDE PARTIAL FIXITY. SEE BASE PLATE SHT. Mbase = 1969 in.lb. Mupper + Mlower = Mconn'R' + Mconn'L' Mconn'R' = Mconn'L' Mconn * 2 = Mupper + Ml ow er Mconn = [Mupper + Ml owerV2 RESULTING FORCES ON COLUMN SECTION AXIAL LOAD MOMENT Mconn 1 7772 1969 9341 2 6218 12713 11303 14008 3 4663 12009 4 3109 8715 8831 5 1554 4947 h= 7 in. 9m. Beam to Col.Conn. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT FOR SMAC R.L. SPEAR CO., INC. SHEET NO. 12A OF 18 CALCULATED BY J.J. DATE 8/18/00 ANALYZED PER DIV X, CHAP 22 OF THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 6,218 LB M= 12,714 IN-LB Kxlx/rx = 1.2*46 IN/1.317 IN = 41.9 KyLy/ry = 0.8*67 IN/1.096 IN = 48.9 <=== (Kl/r)max Fe= 11A2E/(KUr)maxA2 = 121.7 KSI Fy/2= 27.5 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy(1-Fy/4Fe) = 55 KSI*[1-55 KSl/(4*121.7 KSI)] = 48.8 KSI Pn= Aeff*Fn = 36,249 LB Oc= 1.92 Pa= Pn/Oc = 36249 LB/1.92 = 18,880 LB P/Pa= 0.33 > 0.15 FLEXURE CHECK: P/Pa + (Cmx*Mx)/(Max*µx) ~ 1.33 P/Pao + Mx/Max ~ 1.33 Pno= Ae*Fy = 0.743 INA2 *55000 PSI = 40,865 LB Pao= Pno/Oc = 40865 LB/1.92 = 21,284 LB Myield=My= Sx*Fy THUS, = 0.771 INA3 * 55000 PSI = 42,405 IN-LB Max= Myint = 42405 IN-LB/1.67 = 25,392 IN-LB Per= 11A2El/(KL)maxA2 = 11A2*29500 KSl/(1.2*46 IN)A2 = 110,555 LB (EQ C4.1-1) (EQ. C4-3) SECTION PROPERTIES (EQ C4-2) A= 3.0 IN B= 3.0 IN C= 0.75 IN t = 0.075 IN (EQ C4-1) Aeff = 0. 7 43 INA2 Ix = 1.1 57 INA4 Sx = 0.771 INA3 rx=1.317IN ly = 0.801 INA4 (EQ C5-1) Sy= 0.513 INA3 (EQ C5-2) ry = 1.096 IN Kx = 1.2 Lx = 46.0 IN Ky= 0.80 Ly= 67.0 IN Fy= 55 KSI E= 29,500 KSI Of= 1.67 Cmx= 1.0 Cb= 1.0 µx= {1/[1-(0c*P/Pcr)]}A-1 = {1 /[1-(1.92*6218 LB/110555 LB)]}A-1 = 0.89 (6218 LB/18880 LB)+ (1*12714 IN-LB)/(25392 IN-LB*0.89) = (6218 LB/21284 LB)+ (12714 IN-LB/25392 IN-LB)= 0.89 0.79 < 1.33, OK (EQ C5-1) < 1.33, OK (EQ C5-2) MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT FOR SHEET NO. CALCULATED BY SMAC R.L. SPEAR CO., INC. 12B OF 18 J.J. DATE 8/18/00 ANALYZED PER DIV X, CHAP 22 OF THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. Pstatic= 1,650 LB Pseismic= 235426IN-LB/56 IN = 4,204 LB Ptotal= 5,854 LB My= V*h = 1432 LB * 7 IN = 10,024 IN-LB Kxlx/rx = 1.2*46 IN/1.317 IN = 41.9 KyLy/ry = 0.8*67 IN/i.096 IN = 48.9 <=== (Kl/r)max Fe= rrA2E/(KL/r)maxA2 = 121.7 KSI Fy/2= 27.5 KSI SINCE, Fe > Fy /2 THEN, Fn= Fy(1-Fy/4Fe) FLEXURE = 55 KSl*[1-55 KSI/( 4*121. 7 KSI)] = 48.8 KSI Pn= Aeff*Fn = 36,249 LB .Oc= 1.92 Pa= Pn/nc = 36249 LB/1.92 = 18,880 LB P/Pa= 0.31 > 0.15 . CHECK: P/Pa + (Cmx*Mx)/(Max*µx) :S 1.33 P/Pao + Mx/Max :S 1.33 Pno= Ae*Fy = 0.743 INA2 *55000 PSI = 40,865 LB Pao= Pno/.Oc = 40865 LB/1.92 = 21,284 LB Myield=My= Sy*Fy THUS, = 0.513 INA3 * 55000 PSI = 42,405 IN-LB Max= My/.Of = 42405 IN-LB/1.67 = 25,392 IN-LB Per= rrA2El/(KL)maxA2 = rrA2*29500 KSl/(1.2*46 IN)A2 = 110,555 LB (EQ C4.1-1) (EQ. C4-3) (EQ C4-2) (EQ C4-1) (EQ C5-1) (EQ C5-2) t----DEPTH-----+ SIDE ELEVATION t B _J SECTION PROPERTIES A= 3.0 IN B= 3.0 IN C= 0.75 IN t = 0.075 IN Aeff = 0. 7 43 INAZ Ix = 1. 1 57 INA4 Sx = 0.771 INA3 rx = 1.317 IN ly = 0.801 INA4 V= 1,432 LB Mseismic= 235,426 IN-LB h= 7.0 IN Sy= 0.513 INA3 ry = 1.096 IN Kx = 1.2 DEPTH= 56 IN µx= {1 /[1-(.0c*P/Pcr)]}A-1 Lx = 46.0 IN Ky= 0.80 Ly= 67.0 IN Fy= 55 KSI E= 29,500 KSI .Of= 1.67 Cmx= 1.0 Cb= 1.0 = {1/[1-(1.92*5854 LB/110555 LB)]}A-1 = 0.90 (5854 LB/18880 LB) + (1*10024 IN-LB)/(25392 IN-LB*0.9) = 0. 75 < 1.33, OK (EQ C5-1) < 1.33, OK (EQ C5-2) . (5854 LB/21284 LB)+ (10024 IN-LB/25392 IN-LB)= 0.67 MA TE RIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT FOR SHEET NO. CALCULATED BY SMAC R.L. SPEAR CO., INC. 12(:) OF 18 J.J. DATE 8/18/00 ----- ANALYZED PER DIV X, CHAP 22 OF THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 6,218 LB M= 0 IN-LB KxLx/rx = 1.2*46 IN/1.317 IN = 41.9 KyLy/ry = 0.8*67 IN/1.096 IN = 48.9 <=== (Kl/r)max Fe= nA2E/(KUr)maxA2 = 121.7 KSI Fy/2= 27.5 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy(1-Fy/4Fe) = 55 KS1*[1-55 KSl/(4*121.7 KSI)] = 48.8 KSI Pn= Aeff*Fn = 36,249 LB Oc= 1.92 Pa= Pn/Oc = 36249 LB/1.92 = 18,880 LB P/Pa= 0.33 > 0.15 FLEXURE CHECK: P/Pa + (Cmx*Mx)/(Max*µx) :S 1.33 P/Pao + Mx/Max :S 1.33 Pno= Ae*Fy = 0.743 INA2 *55000 PSI = 40,865 LB Pao= Pno/Oc = 40865 LB/1.92 = 21,284 LB Myield=My= Sx*Fy THUS, = 0.771 INA3 * 55000 PSI = 42,405 IN-LB Max= My/Of = 42405 IN-LB/1.67 = 25,392 IN-LB Per= nA2El/(KL)maxA2 = nA2*29500 KSl/(1.2*46 IN)A2 = 110,555 LB (EQ C4.1-1) (EQ. C4-3) SECTION PROPERTIES (EQ C4-2) A= 3.0 IN B= 3.0 IN C= 0.75 IN t = 0.075 IN (EQ C4-1) Aeff = 0.743 INA2 Ix = 1.157 INA4 Sx = 0.771 INA3 rx=1.3171N ly = 0.801 INA4 (EQC5-1) Sy=0.5131NA3 (EQ C5-2) ry = 1 .096 IN Kx = 1.2 Lx = 46.0 IN Ky= 0.80 Ly= 67.0 IN FY= 55 KSI E= 29,500 KSI Of= 1.67 Cmx= 1.0 Cb= 1.0 µx= {1/[1-(0c*P/Pcr)]}A-1 = {1/[1-(1.92*6218 LB/110555 LB)]}A-1 = 0.89 (6218 LB/18880 LB) + (1 *0 IN-LB)/(25392 IN-LB*0.89) = 0.33 < 1.0, OK (EQ C5-1) (6218 LB/21284 LB)+ (0 IN-LB/25392 IN-LB)= 0.29 < 1 .0, OK (EQ C5-2) SINCE COLUMN IS LESS THAN HALF STRESSED, IT IS OK FOR COLLISION LOADS (PER SECTION 2222.5) PROJECT FOR SHEET NO. CALCULATED BY 13A. SMAC R.L. SPEAR CO., INC. OF 18 J.J. DATE 8/18/00 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 ----- BEAM ANALYSIS BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABILIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE FULL FIXITY. THUS, THE BEAMS SHALL BE ANALYZED ASSUMING PARTIAL END FIXITY. FOR THE COMPUTATION OF THE BEAM TO COLUMN MOMENT CONNECTION CAPACITY, THE PARTIAL END FIXITY MOMENT OF THE BEAM WILL BE ADDED TO THE LONGITUDINAL FRAME MOMENT FOR THE ANALYSIS OF THE CONNECTION. % END FIXITY= EFFECTIVE MOMENT FOR PARTIALLY FIXED BEAM FOR A SIMPLY SUPPORTED BEAM, THE MAX MOMENT AT THE CENTER IS GIVEN BY WLA2/8. AN ASSUMPTION OF PARTIAL FIXITY WILL DECREASE THIS MAXIMUM MOMENT BY THE FOLLOWING METHOD: 0 = 0.25 Mcenter= Mcenter(simple ends) -0*Mcenter(fixed ends) = wLA2/8 -(0.25 * wLA2/12) = wLA2/8 -wLA2/48 = 0. 1 04 * wLA2 REDUCTION THUS, COEFF B= 0.104/0.125 = 0.832 Mcenter= B*(wLA2/8) = 0.832*(wLA2/8) Mends= 0*Mmax(fixed ends) = (wLA2/12)*0.25 = 0.0208*wLA2 I- EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM Mends (fixed) -., ,,. - Mcenter( simple) Mcenter (fixed) ____ ,,.-J--------, -c-~max L------------il TYPICAL BEAM FRONT VIEW FOR A SIMPLY SUPPORTED BEAM, THE MAX DEFLECTION AT THE CENTER, IS GIVEN BY 5wLA4/384EI. AN ASSUMPTION OF PARTIAL FIXITY WILL DECREASE THIS MAXIMUM DEFLECTION BY THE FOLLOWING METHOD: Amax= B * [Sw(L)A4/(384*E*lx)] PROJECT SMAC FOR R.L. SPEAR CO., INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 SHEET NO. CALCULATED BY OF 18 J.J. DATE 8/18/00 BEAM ANALYSIS 4-1/8x2-3/4x14ga (4142) L LIVE LOAD= 3,010 LB L DEAD LOAD= 100 LB END FIXITY= 25.0 % Mcenter= 0.104 * wLA2 = 20,377 IN-LB Mends= 0.0208*wLA2 = 4,075 IN-LB Lmax= [1950+ 1200(M1 /M2)]b/Fy M1/M2= 0.2 <=== SINCE Mcenter > Mends Lmax= (1950 -F 240)*2.75/55 = 109.5 IN < L THUS, Fb= 0.6 * Fy = 33,000 PSI MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON: 1) MAXIMUM MOMENT CAPACITY IF, fb= M/Sx THEN, 0.6 * Fy= (B*wLA2/8)/Sx THUS, MAX WEIGHT/LVL= [9.6*Fy*Sx/(B * L)]*a = (9.6* 55 KSI * 0.949 INA3)/(0.832*126 IN)*0.875 = 4,182 LB/LVL OR, 2) MAXIMUM ALLOWABLE DEFLECTION (£\.max) IF, £\.allow= U180 = 0.700 IN AND, L\.= [5w(L)A4/(384*E*lx)]*B THEN, MAX WEIGHT/LVL= 2*[(384*E*lx*.6allow)/(5*LA3 * B)] = 3,887 LB/LVL <=== GOVERNS THUS, MAX ALLOWABLE LIVE LOAD PER LEVEL= 3,787 LB/LVL I ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL Mstatic= f3*wLA2/8 Mimpact= Mstatic*1.125 LEVEL Mstatic 20,377 IN-LB Mallow(static)= S * Fb Mallow(seismic)= S * Fb * 1.33 Mimpact Mallow(static) 23,288 IN-LB 31,317 IN-LB a STEP BEAM PROPERTIES Ix= 2.07 5 INA4 Sx= 0.949 INA3 Fy= 55,000 PSI Length=L= 126.0 IN Unbraced Length=L= 126.0 IN a= 4.125 IN b= 2.750 IN C= 1.750 IN d= 1.000 IN e= 1.625 IN t= 0.0747 IN Mlong.= 1 4009 IN-LB a= IMPACT COEFF.= 0.875 B= 0.832 Mseismie= Mconn=Mlong.+Mends Mseismic Mseismic(allow) 18084 IN-LB 41,746 IN-LB RESULT GOOD MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT FOR SHEET NO. CALCULATED BY BEAM TO COLUMN ANALYSIS: ANDERSEN STANDARD Mconn max= Mconn. seismic + Mend = 14,009 IN-LB CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS: PER AISI SECTION E-3.3 1) SHEAR CAPACITY OF STUDS: AISI TABLE E 3.4-1 STUD DIAMETER= 7 /16 IN Fy= 24000 PSI <===A307 Pmax-shear= 0.4 * Fx * Area = 24000 PSI* (0.4375 IN)A2 * 11/4 = 3,607.9 LB 2) BEARING CAPACITY ON COLUMN: Fu= 65,000 PSI Column Thickness= 0.075 IN Pmax-brg= Bearing Area * Fbearing = (2.22 *Fu)* (Dia.* thickness) = (2.22 * 65000 PSI* 0.4375 IN* 0.075 IN)/2.22 = 2,132.8 LB < 3607.9 LB 3) MOMENT CAPACITY OF BRACKET: Fy(BRACKET)= 50,000 PSI THUS, Mcap= Sbracket * Fbending = 0.207 INA3 * 0.66 * Fy = 6,831 IN-LB C= Mcap/0.75 = 1.67 * P1 P1 = 0. 798 * Mcap = 8,197 IN-LB > 3607.9 LB THUS, GOVERNING VALUE IS THE MIN VALUE OF P1, P1 -eff= 2, 133 LB Mconn-allow= P1 * 4.5 IN + P2 * 2.5 IN + P3*0.5 IN = 5.94 * P1-eff * 1.33 = 16,905 IN-LB > Mconn max, OK 4) SAFETY PIN UPWARD FORCE CHECK: SAFETY PIN SIZE(0)= 3/8 IN Vallow= 0.4*AREA*Fy Mconn = 0.4*(0.375 IN)A2*11/4*24000* PSI 14A = 1,060 LB > 1,000 LB THEREFORE OK SMAC R.L. SPEAR CO., INC. OF 18 J.J. DATE 8/18/00 Mupper r, Mlower Mconn i" 1" I 2" 2" 1/2" 1/2" -------'Ir-- a= 4.50 IN b= 2.50 IN e= .50 IN Sbracket= 0.207 INA3 (SECTION 2227.1, 1997 UBC) ·-•••••••• ',,_,_ ~-,,--.-•· ·-·----.......... ···-•• ~ .... -, " .... ,, •••• > ..... ...,., .......... , ... ,_,..,.'<' ........ , ...... ~. ~-......... ~.-·t·-.,.' .,. ..... ~-. t -~.· , ..... ,.,., ..... .,. .. •• • • MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 91768 PROJECT _____ S_M_A-:C ____________ _ FOR ___ R_._L._S_P_E_A_R_C_O~.,_,_NC_. ____ _ SHEET NO., ___ 1 _5 ___ OF ____ 1_8 __ _ CALCULATED BY J.J. DATE 08-18-2000 ----- TRANSVERSE ANALYSIS: BRACING :TYPE: 3 FRAME FLOW RACK (INTERIOR) IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN. DIAGONAL BRACING : COMPRESS I ON MEMBER L di ag. = [(L-6)12+{0-2* Bcol )12]1.5 = 67.9 Vdiag =Vtrans * Ldiag. / D == 1738# kl/rmin = [ 1 * 67.9 ]/ .488 = 139.2 Fa =[1211 12EV[23(kl/r)12] = 7704 psi. fa/Fa =Vdi ag/(Area* Fa) = 0.69 DI AGQ\JAL AND HffilZQ\JTAL BRACING 1 L= 52" l Area= .325 11"2 rmin= .488 " t= .0747 " W= 1.5 11 H= 1.5 11 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT FOR SHEET NO. 1(o CALCULATED BY SMAC R.L. SPEAR CO., INC. OF 18 J.J. DATE 8/18/00 OVERTURNING ANALYSIS: TYPE: 3FRAME/4PALLET DEEP FLOW RACK (INTI ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2228.7.1 OF THE 1997 UBC DEPTH= 56in TOP LEVEL HEIGHT= 193 in FULLY LOADED: Total Shear= 1,433 lb Mot= Z:(Fi*hi) * 1.15 = 235,426 in-lb EL n I I Mst = 2(Wp+.85wDL)*D/2 = (15045 lb+ 0.85*500 lb)*56 in/2 = 433, 160 in-lb EL 5 EL 4 / Fn ----1/FS ---Puplift = 1 (Mot -Mst)/Depth = (235426-433160)/56 = 0. lb <= NO UPLIFT TOP SHELF LOADED: SHEAR= 290 lb Mot = Vtop * ht * 1.15 = 290 lb * 193 in * 1.15 = 64,266 in-lb Mst = (Wp+wDL)*D/2 = (3043 lb+ 0.85*500 lb)*56/2 = 97, 104 in-lb Puplift = 1 (Mot -Mst)/Depth = 0 lb <= NO UPLIFT ANCHORS QUANTITY= 1 PULLOUT = 875 LB SHEAR = 1840 LB EL 3 / F4 ___ , F3 EL 2 -F2 EL 1 -F1 COMBINED STRESS1 = (0 LB/875 L8)"5/3 + (716 LB/1840 LB)"5/3 = 0.21 < 1.33 OK COMBINED STRESS2 = (0 LB/875 L8)"5/3 + (145 LB/1840 LB)"5/3 = 0.01 < 1.33 OK USE (1) 1/2"0x3-1/2"MIN. EMBED. HILT! KWIK BOLT 11 ( I.C.B.O. #4627) OR APPROVED EQUAL PULL OUT CAPACITY IS THAT OF WITHOUT SPECIAL INSPECTION. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET• POMONA• CA 91768 PROJECT __ S_M_A_C _________ _ FOR ___ R_._L._S_P_E_A_R_C_O....:...,_I_NC_. ____ _ SHEET N0 .. ___ 1_7 ___ OF ____ 18 __ _ CALCULATED BY J.J. DATE 08-18-2000 BASE PLATE :TYPE: 3 FRAME FLOW RACK (INTERIOR) BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE, 2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh/2 (FULL FIXITY). Mb IS THE SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. Pcol = 7772 I b. B = 4 in. Mb= 1969 in.lb. P/A = Pcol/(D*B) = 277.5 psi. D=7 in. b = 3 in. M/S = Mb/((D*BI?)/6) = 105.5 psi. fb2 = 2b/B*fb = 26.38 psi. f b 1 = f b-f b2 = 79 .1 4 psi . Mbase = wb11212=b112/2[ fa+ fbl + .67fb2] Mbase = 46.8 in.lb. Sbase = 1 *t/2/6 = 0.0234 i n/3 Fbase = .75Fy * 1.33 = 36000 psi. fb/Fb = Mbase/(Sbase*Fbase) = .05 ANCHOR TENSION IMo=O T*d2=[Mbase-Pcol*b/2] T = Mbase/d2 -Pcol*b/2d2 T =-3876 lb. t = .375 in. b1 = .5 in. ~ iPcol fa 111 lf fb iPcol t= I. IMbase d2--::f' f dl dl J· MA TE RIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE• POMONA• CA 91768 PROJECT FOR SMAC R.L. SPEAR CO., INC. SHEET NO. 18 OF 18 CALCULATED BY J.J. DATE 8/18/00 SLAB AND SOIL: TYPE: 3FRAME/4PALLET DEEP FLOW RACK <INTI PER THE 1997 U.B.C. THE SLAB IS CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS THE SLAB IS ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL HENCE, ACTING AS A FOOTING. CONCRETE IS REINFORC {A) PUNCTURE P = (1.4)(Pcol)+(1. 7)(Mot/d) = (1.4)*(7807.5) + (1.7)(235426IN-LB/56IN) = 18,077 LB Fpunct = (2.66)(F'c"0.5) = (2.66)*(2500 PSl)"0.5 = 133 PSI Apunct = [(Weff.+t/2)+(0eff.+t/2)](2)(t) = [(4 IN + 5/2) + (7 IN + 5 IN/2)]*(2)*(5 IN) = 168.5 IN112 fv/Fv = P/[(Apunct)(Fpunct)] = 18077.37 LB/[(168.48 IN"2)*(133 PSI)* 0.9] (B) SLAB TENSION Asoil = P/[(1.33)(fs)] = 18077.37 LB/[(1.33)*(1000 PSF/144IN"2/FT"2)] = 1957.2 FT"2 L= Asoil"0.5 = (1957.25 FT"2)110.5 = 44.2 IN B = [(Weff.)(Deff.)]110.5+t = [(4 IN)*(7 IN)]"0.5 + 5 = 10.5 IN b = (L-8)/2 = (44.24 IN -10.49 IN)/2 = 16.9 IN Mconc = (w)(b112)/2 = [(1.33)(fs)(b"2)M(144)(2)] = [(1.33)*(1000 PSl)*(16.87 IN)ll2]/[(144)(2)] = 1,3.15IN-LB Scone= (1 )(t"2)/6 = (1 )*(5 IN)"2/6 = 4.51 IN"3 Fconc = (5)(0)(f'c"0.5) = (5)*(0.9)*(2500 PSl)"0.5 = 225.0 PSI fb/Fb = Mconc/[(Sconc)(Fconc)] = 1315.01 IN-LB/[(4.51 IN113)(225 PSI)] -----L ------.K lo.so < 1.33 OK BASE PLATE Weff. = 4.0 IN Deft. = 7.0 IN CONCRETE t= 5 IN f'c = 2,500 PSI SOIL ts = 1,000 PSF DEPTH= 56.0 IN Mot= 235,426 IN-LB Pcol= 7,808 LB < 1.33 OK