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Home My WebLink About2875 Whiptail Loop; ; CBC2018-0121; PermitCcityof Carlsbad Commercial Permit Print Date: 10/01/2018 Permit No: CBC2018-0121 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: 2875 Whiptail Loop BLDG-Commercial 2091200600 $300,000.00 Work Class: lot#: Reference#: Construction Type: Bathrooms: Orig, Plan Check#: Tenant Improvement Status: Applied: Issued: Permit Finaled: Inspector: Closed -Finaled 03/02/2018 06/12/2018 Plan Check#: Final Inspection: 10/1/2018 3:04:13PM Project Title: Description: SD HAT CO: HIGH PILE STORAGE RACK, 72,4DO SF Applicant: Owner: Contractor: CARRIE SHARIF 1815 Wright Ave DAMES ROCKET 1031 LLC DISTRIBUTION PROPERTY SOLUTIONS INC La Verne, CA 91750-5817 626-384-D481 BUILDING PERMIT FEE ($20DO+) BUILDING PLAN CHECK FEE (BLDG) FIRE High Piled Storage 2293 Cosmos Ct CARLSBAD, CA 92011 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-COMMERCIAL Total Fees: $3,270.20 Total Payments To Date: $3,270.20 7700 Irvine Center Dr, 800 Irvine, CA 92618-2923 76D-S59-0467 Balance Due: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." 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 capadty changes, nor planning, zoning, grading or other s·1milar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. $0.00 1635 Faraday Avenue, Carlsbad, CA 92DD8-7314 I 76D-602-2700 I 760-602-8560 f I www.carlsbadca.gov $1,336.00 $93S.20 $733.0D $170.00 $12.DO $84.00 • • ( City of Carlsbad JOBAOORESS,;i ~ 15 w ~. CT/PROJECT# LOT# Building Permit Application 1635 Faraday Ave .• Carlsbad. CA 92008 Ph: 780-602,271.9 Fax: 760-602-8558 email: bulldlng@carlsbadca.gov www.carlsbadca.gov SUITE#/SPACE#/UNIT# # OF UNITS # BEDROOMS oO b'D'D. -- PROPOSED USE GARAGE (SF) PATIOS (SF) ------------------STATE LIC # Plan Che~D/'g-{)/;2.L Est. Value /J O Cl C)C() ":-' Plan Ck. Deposit Date '3-.;)-! APN -----~C'O"NS~T~R'. TYP='E--OCC. GROUP AIR CONDITIONING FIRE SPRINKLERS NO • YES • NO • YES O NO • STATE CA !FAX (Sec, 7031.5 Business and Professions Code: Any City or Coun_ty which requires a permit to construct, alter, improve, d olish or repair any structure, prior to its suance, also requires the applicant for such per_m1t to file a signed statement that he Is licensed pursuant to the provisions of the Contractor's License Law fChapter 9, commending with Section 70_00 of Division 3 of the B_usIness and Professions Code} or fhat he rs exempt therefrom, and the basis for the alleged exemption. Any vIolatIon of Section 7031.5 by any applicant for a permit subJects the applicant to a civil penalty of not more than five hundred dollars {$500)). WORKERS' COMPENSATION Workers' Compensation Oeclaralion: / hereby affirm under penalty of perjury one of the following declarations: D, I have and will mainlain a certificate of consent to self•insure for workers' compensal'lon as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ~ I have and will maintain workers' com pen lo as r ed by faction 3700 of the Labor Code, for the _perform~nce)?f ~e work for which this_ permit is issued. My workers' compens~tion ifurance carrier and policy number are: Insurance Co. ~ ~ Policy No. ) ~ ~J Lt l cg -d: a J $?< Expiration Date 4 {&-21)) q This section need not be completed if the permit is for one hundred dollars ($100) or less. D 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 lo become subject to the Workers' Compensation Laws of California WARNING: Failure to secure workers' compensation verage is u wful, and shall subject an employer to criminal penalties and civil fines up lo one hundred thousand dollars (&100,000), in addition to the cost of compen a es as provided for in e ion 3706 the Labor code'\,nlerest and attorney's fees. ~ CONTRACTORSIG1<i"'"aE---~-----• GENT I hereby affirm that I am exempt from Contractor's License law for the following reason: • 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-Ouilder w'1II have the burden of proving that he d"1d not bu'1ld or improve for the purpose of sale). O 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) • I am exempt under Section _____ Business and Professions Code for this reason· 1. I personally plan lo provide the major labor and materials for construction of the proposed property improvement • Yes • No 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 I phone/ contractors' license number): 4. I ptan 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/ contractors' license number): S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address / phone I type of work): ,/l5 PROPERTY OWNER SIGNATURE •AGENT DATE .,. ' ' ' .OMPLETE THIS SECTION FOR NON-RESIQiNTIA~ e,u1L,DING PERMITS ONLY Is the app1'1cant or future build'ing 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? D Yes • No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? • Yes • No Is the facility to be constructed within 1,000 feel of the outer boundary of a school site? • 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. I certify that I have read the application and statethattheabove lnfonnation fsoorrectand that the lnfonnation on the plans is accurate. I agree to comply with all Ci1yordinancesand State laws relating to building construction. I hereby authorize representative of the City 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 LIABILfTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA: AA OSHA pennn is required for excavations 1JoJer 5'0' deep and demdilion or construction of structures over 3 stories in height. EXPIRATION: Evel)' e Buik:ling Official under the rovistons of this Code shall exl)re by limitation ard become nug and void if the building or work authorized by such pennit is notC01M1enced 'Mthin 180 days from the da f such permit or e building orwork,,,.,,.M...,by such pennn is suspended or abandoned at any bme after the work is commenced for a pefiod of 180 days (Section 106.4.4 Uniform Buikting Code). ,f!S APPLICANT'S SIGNATURE DATE 3/J' /;;v\ '< ', ' PERMIT INSPECTION HISTORY REPORT (CBC2018-0121) Permit Type; BLDG-Commercial Application Dato: 03/02/2018 Owner: Work Class; Tenant Improvement Issue Date: 06/12/2018 Subdivision: Status: Scheduled Date 09/11/2018 09/12(2018 10/01/2018 October 01, 2018 Closed -Finaled Expiration Date: 03/11/2019 Address: Actual Start Date 09/11/2018 09/1112018 10/01/2018 IVR Number: 9847 Inspection Type Inspection No. BLDG-Final 069596-2018 Inspection Checklist Item BLDG-Building Deficiency BLDG-Structural Final BLDG-Electrical Final BLDG-14 069852-2018 Frame/Steel/Bolting/ Welding (Decks) BLDG-Final Inspection Checklist Item BLDG-Building Deficiency 071555-2018 Checklist Item BLDG-Building Deficiency BLDG-Structural Final BLDG-Electrical Final Checklist Item BLDG-Structural Final BLDG-Electrical Final BLOG-Fire Final 069759-2018 Checklist Item FIRE-Building Final Inspection Status Primary Inspector Failed Andy Krogh COMMENTS Not ready Passed Andy Krogh COMMENTS Add signs as noted on card Failed Andy Krogh COMMENTS Left message for Scott ... not onsite COMMENTS Scheduled Cindy Wong COMMENTS DAMES ROCKET 1031 LLC 2875 Whiptail Loop Carlsbad, CA 92010 Reinspection Complete Reinspection Complete Passed No Yes No Complete Passed No Reinspection Complete Passed No Yes No Passed Yes Yes Incomplete Passed No Page 1 of 1 «~~ ~ C I TY OF CARLSBAD INSPECTION RECORD 1 CBC2018-0121 2875 WHIPTAIL LOOP Building Division SD HAT CO: HIGH PILE STORAGE RACK. 72,400 SF 0 INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON TifE JOB 0 CALL BEFORE 3:00 pm FOR NEXT WORK DAY INSPECTION 0 FOR BUILDING INSPECTION CALL: 760-602-2725 2091200600 3/2/2018 OR GO TO: www.Carfsbadca.gov/Buffding AND CLICK ON "Request lnspectjon" CBC2018-0121 DATE: If "YES" is checked below that Division's approval Is required rior t~-~stin a Final Building Inspection. If you have any questions please call the applicable divisions at the phone numbers provided below. After all required approvals are signed off-fax to 760-602-8560, email to bid~ ections@c rlsb;idc;i_.~ or bring in a COPY of this card to: 1635 Faraday Ave .. Carlsbad. "'"•·, IF MARKED "YES-. IT IS REQUIRED PRIOR TO ANY CONSTRUCTION STORM WATER PRECON MEETING REQUIRED 76()-602-2725 Allow 24 hours IF MARKED "YES-. APPROVAL REQUIRED PRIOR TO REQUESTING BUILDING FINAL Fire Prevention 760-602-4660 Allow 48 hours Planning/Landscape 760-944-8463 Allow 48 hours CM&I (Engineering Inspections) 760-438-389 I Call before 2 pm Type of Inspection Type of Inspection COOE # BUILDING Date Inspector CODE # ELECTRICAL #11 FOUNDATION #31 D ELECTRIC UNDERGROUND D UFER #12 REINFORCED STEEL #34 ROUGH ELECTRIC / EV CHARGER #66 MASONRY PRE GROUT #33 • ELEC SERVICE #32OTEMPORARY D GROUT D WALL DRAINS #35 PHOTO VOLTAIC #10 TILT PANELS #38 SIGNS #11 POUR STRIPS BLDG-FINAL #11 COLUMN FOOTINGS #14 SUBFRAME O FLOOR O CEILING UNDERGROUND DUCTS & PIPING #15 ROOF SHEATHING • DUCT & PLENUM • REF. PIPING #13 EXT. SHEAR PANELS HEAT-AIR COND. SYSTEMS #16 INSULATION BLDG-FINAL ----------t------+------t #18 EXTERIOR LATH COD£ u COMBO INSPECT1ON #17 INTERIOR LATH & DRYWALL #81 UNDERGROUND (11,12,21,31) BLDG-FINAL #82 DRVWALL,EXT LATH, GAS TES (17,18,23) #83 ROOF SH EATING, EXT SHEAR ( 13,15) #22 D SEWER & Bl/CO O Pl/CO #84 FRAME ROUGH COMBO (14,24,34,44) #21 UNDERGROUND •WASTE • WTR #85 T-Bar(14,24,34,44) #24 TOP OUT D WASTE D WTR BLDG-ANAL OCCUPANCY #27 TUB & SHOWER PAN FIRE #23 0 GAS TEST D GAS PIPING A/S UNDERGROUND VISUAL #25 WATER HEATER A/S UNDERGROUND HYDRO #28 SOLAR WATER A/S UNDERGROUND FLUSH BLDG-FINAL A/S OVERHEAD VISUAL CODE# POOLS Date Ins ector A/S OVERHEAD HYDRDSTATIC #51 POOL EXCAV / STEEL A/SANAL #52 PLUMBING F/A ROUGH-IN #53 ELEC /CONDUIT/WIRING F/AFINAL #54 EQUIPOTENTIAL BOND FIXED EXTINGUISHING SYSTEM ROUGH-IN #55 PREPLASTER / FENCE/ ALARMS AXED EXTING SYSTEM HYDROSTATIC TEST #57 GUNITE FIXED EXTINGUISHING SYSTEM ANAL BLDG-FINAL MEDICAL GAS PRESSURE TEST MEDICAL GAS FINAL REV9117 Date Date Date Date COPY OF CARO REQUIRED Inspector Ins ector Ins r Ins or Section 5416. Health and Safety Code, State of California (a) There shall be not less than one water closet for each 20 employees or fractional part thereof working at a construction job site. The water closet shall consist of a patented chemical type toilet. (b) For the purpose of this section the term construction site shall mean the location on which actual construction of a building is in progress. (c) A violation of this section shall constitute a misdemeanor. All construction or work for which a permit is required shall be subject to inspection and all such construction or work shall remain accessible and exposed for inspection purposes until approved by the inspector. Work shall not be done beyond the point indicated in each successive inspection without first obtaining the approval of the inspector. Field Daily Report Project# Job Name: _b_h--J_~-'~--'--() _M--r_,_lf_~ ______ _ Job Address: Report Date: Inspector: __ _J~:"Zlll~~Z..._f::l~:::::::i...-----Client: ______________ _ J.,icense # bO -If l~ Exp Date: __ ___:._.,.__ __ _ Contractor: _____________ _ Pennit II _____ Jurisdiction _____ _ '~--------------------'-----------------__J Offsite? Q'es ~o Offsite Location: ______________ _ ~: WORK: {chock one)~ Concrele 0Prestres,oo Conaete OMasomy 0Welding fRVrie, ( ~It(/\ €#.f 01 03 ,e, ' DATE TASK# REGl ~-AR O.T. TIME IN TIMEOUT "lr?/\8 . ... . (" I ' ~~ . Inspector Name: Signature~ ~ . Approved by: --""'£"-1-N~\L--=-=-\-'-"QCJ...l Ll.)[_ __ f:"'--'-{ .l,,,,O~\?:...;::if>i-.. ___ Signature: ---,tl-'--_,--_...;::,,L-=:;;.....;~........._\. __ _ (Print Name) 0 Field Daily Report Project# Job Name: --=f::.rrN:..:....:..:____· ,r.r.c:.D_te'tp~~--'----' -*.:--~------ Job Address: _28_,_r_....:;..~-=-:..tt,;..:.;~'---'-"-.....;.;;;;;L--__,;;;,;lo::/~-#-I-=~==--_a_..;;_____;__......:;__ __ _ Report Date: Inspector: Client: _____________ _ .License# 6t?i\:J\t8 Exp Date: __ .....;\_'2...._l _11__,( ___ 1~ __ Contractor: ____________ _ License Required for Inspection: ________ _ Contact at Site: ti'---}l!e.~U=, Pennit # l/i:,(, '1a l0 Jurisdiction .. ~ _________________ .....__ __ -_O..c...(.:.;.).._, ___________ __, Offsite? Qes D"o Offsite Location: _____________ _ TYPE OF WORK: (check one) Q.einforced Concrete 0Prestressed Concrete •Masonry OWelding []Other "'~ , Description of Work: HI-JIA-(.,, .--:".." ,,., TASK# O.T. Signature: __________ _ DATE: 5/31/2018 JURISDICTION: City of Carlsbad PLAN CHECK#.: CBC2018-0121 ✓• EsG1I A SAFEbutlt COtYlpany SET: II PROJECT ADDRESS: 2875 Whiptail Loop PROJECT NAME: Storage Racks for San Diego Hat Co. D APPLICANT D JURIS. ~ 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 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 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. D The applicant's copy of the check list has been sent to: ~ EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: // I\J, Telephone#: Date contacted: (by:~) Email: Mail Telephone Fax In Person ~ REMARKS: 1. Fire Department approval is required. . City to field verify that the path of travel from the handicapped parking space to the rack ar and the bathrooms serving the rack area comply with all the current disabled access requir ments. By: David Yao EsGil 5/23/18 Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, Californ ia 92 123 • (858) 560-1 468 • Fax (858) 560-1576 .. '· DATE: 3/12/2018 JURISDICTION: City of Carlsbad ✓• EsG1I A SAf Ebu,tt Cornp,1ny PLAN CHECK#.: CBC2018-0121 PROJECT ADDRESS: 2875 Whiptail Loop SET: I PROJECT NAME: Storage Racks for San Diego Hat Co. • APPLICANT ;aJURIS. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's 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. 12] The check list transmitted herewith is for your information. The plans are being held at EsGil 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. 12] The applicant's copy of the check list has been sent to: Carrie Sharifi D EsGil staff did not advise the applicant that the plan check has been completed. 12] EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Carrie Sharifi Telephone #: 626-384-0481 D · Bl12 lie-(by~) Email: carriesharif@yahoo.com -c~a~il~__:T~e~le~p~ho~n_i_se~t-""1-c,X In Person 0 REMARKS: By: David Yao EsGil 3/5/18 Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2018-0121 3/12/2018 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PROJECT ADDRESS: 2875 Whiptail Loop DATE PLAN RECEIVED BY ESGIL: 3/5/18 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK#.: CBC2018-0121 DATE REVIEW COMPLETED: 3/12/2018 This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, 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. The approval of the plans does not permit the violation of any state, county or city law. • 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. • 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? • Yes • No €ity of Carlsbad CBC2018-0121 3/12/2018 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao BUILDING ADDRESS: 2875 Whiptail Loop BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION (Sq.Ft.) Multiplier storage racks Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance • I Plan Check Fee by Ordinance 3 Type of Review: 0 Complete Review D Repetitive Fee 3 Repeats Comments: D Other D Hourly EsGII Fee PLAN CHECK#.: CBC2018-0121 DATE: 3/12/2018 Reg . VALUE ($) Mod. per city 300,000 300,000 $1 ,336.061 $868.441 D Structural Only 1------IHr @ • $761.551 Sheet of City of Carlsbad CBC2018-0121 3/12/2018 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE 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, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 1. The tenant space and new and/or existing facilities serving the remodeled area must be accessible to and functional for the physically disabled. Provide detail information on the plan. Title 24, Part 2. 2. Obtain Fire Department approval. 3. Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in IBC Tables 307.7(1) and 307.7(2). 4. The structural calculation shows the lateral brace for all racks up to the top level. Sheet SEO 1 of 1 not show the brace to the top level. Please revise the plan. 5. Provide calculation to show the weld between backer and column is adequate. (Detail 2 on SEO 1 of 1). The jurisdiction has contracted with EsGil, 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. Thank you. Structural Engineering $: Design, Inc 1815 Wright Ave La Verne, Ca. 91750 Tel: 909-596-1351 Fax: 909-596-7186 Project Name: SAN D IEGO HAT CO Project Number: LV-021918-2 Date : 02/26/18 Street Address: 2875 WHIPTAIL LOOP City/State : CARLSBAD, CA 92010 Scope of Work : SELECTIVE c.ec.ao, 1-01 ~, FEB 2 6 2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SAN DIEGO HAT CO TABLE OF CONTENTS 1itle Page ............................................................................................................. . Table of Contents ................................................................................................. . Design Data and Definition of Components ........................................................ . Critical Configuration ............................................................................................ . Seismic Loads ....................................................................................................... . Column ................................................................................................................. . Beam and Connector ........................................................................................... . Bracing ................................................................................................................. . Anchors ................................................................................................................ . Base Plate ............................................................................................................ . Slab on Grade ................................................................................................. . Other Configurations ........................................................................................ . 1 2 3 4 5 to 6 7 8 to 9 10 11 12 13 14-21 SAN DIEGO HAT CO TYPE A Page 2 of 7-l Project#: LV-021918-2 2/22/20 18 Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel: 909.596.1351 Fax: 909 596.7186 By: ENHAO Project: SAN DIEGO HAT CO Project#: LV-021918-2 Design Data 1) Toe analyses herein conforms to the requirements of the: 2012 IBC Section 2209 2016 CBC Section 2209A ANSI MH 16.1-2012 Spedfications for the Design of Industrial Steel Storage Racks ''2012 RMI Rack Design Manual" ASCE 7-10, 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=SS 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 A'NS 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) Toe existing slab on grade is 5" thick with minimum 4000 psi compressive strength. Allowable Soil bearing capacity is 750 psf. Toe 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 A Column Beam ~ ~: :IJ======IJJ:=l:======IJ:: ~ Frame Height Beam Spacing t=~~~~~=::::!=:+ =di: Beam Length Front View: Down Aisle (Longitudinal) Frame SAN DIEGO HAT CO TYF'E A Beam to Column Connector Base Plate and Anchors Page 3 of '2-\ L Frame __J 1 Deoth ~I Section A: Cross Aisle (Transverse ) Frame Horizontal Brace Diagonal Brace 2/22/2018 Structural Engineering & Design Inc. 1815 Wright Ave La Vern e CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project SAN DIEGO HAT CO Project#: LV-021918-2 Configuration & Summary: TYPE A SELECTIVE RACK -"r 68" + 68" + 2 88" 68" + 28" -'}- 40" ' .I ' 288" ~ k-------11 30" + ,____.., 54" / 4-,.__, _, 54" + ~ 54" / +1<'---1 36" + I-----~ z / **RACK COLUMN REACTIONS ASDLOADS AX.l4L DL= 188 lb AX.l4L LL= 4,000 lb SEISMIC AXIAL Ps=+/-5,6171b BASE MOMENT= 8,000 in-lb ,-r -96" -----+ }-42"-,/-- Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss= 1.04, Fa= 1.084 5 42 in 288.0 in 6 96in Single Row Component Description STRESS Column Fy=SS ksi SPCRK FH-20/3x3xl 4ga P=2513 lb, M=11878 in-lb 0.43-0K Column & Backer None None None N/A Beam Fy=SS ksi SpaceRak SB306C 3 in x 0.06 in Lu=96 in I Capacity: 3220 lb/pr 0.5-0K Beam Connector Fy=55 ksi Lvl 3: 3 pin OK I Mconn=9050 in-lb I Mcap=12691 in-lb 0.71-0K Brace-Horizontal Fy=55 ksi Spcrack l-1/2x1-1/4xl 4ga 0.16-0K Brace-Diagonal Fy=55 ksi Spcrack 1-l/2xl -1/4xl 4ga 0.36-0K Base Plate Fy=36 ksi 8x5x0.375 I Rxity= 7604 in-lb 0.78-0K Anchor 2 per Base 0.5'' x 3.25" Embed HIL TI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=3468 lb) 0.825-0K Slab&Soil 5" t:hk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure 0.51-0K Level I Load** I Story Force I Story Force Column I Column I Conn. Beam Per Level BeamSpcg Brace Transv Longit. Axial Moment Moment Connector 1 1,600 lb 40.0 in 36.0 in 601b 46 lb 4,188 lb 7,603 "# 6,223 "# 3 pin OK 2 1,600 lb 28.0 in 36.0 in 102 lb 78 lb 3,350 lb 5,434 "# 7,719 "# 3 pin OK 3 1,600 lb 68.0 in 54.0 in 2041b 155 lb 2,513 lb 11,878 "# 9,050 "# 3 pin OK 4 1,600 lb 68.0 in 54.0 in 305 lb 2331b 1,675 lb 9,238 "# 6,740 "# 3 pin OK 5 1,600 lb 68.0 in 54.0 in 4071b 311 lb 8381b 5,279 "# 3,507 "# 3 pin OK 30.0 in ** Load defined as product weight per pair of beams Total: I No 1,078 lb 822 lb 5AN DIEGO HAT CO TYF'E A Page 4-of'l-1 2/22/2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel: 909.596.1351 Fax: 909.596 7186 By: ENHAO Project: SAN DIEGO HAT CO Seismic Forces Configuration: 1YPE A SELECTIVE RACK Lateral analysis Is perfonned with regard to the requirements of tile 2012 RMI ANSI MH 16,1-2012 Sec 2,6 &ASCE 7-10 sec 15.5.3 Transverse (Cross Aisle) Seismic Load V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) Csl= Sds/R = 0.1879 Cs-max* Ip= 0.1879 Vmin= 0.015 Cs2= 0.044*Sds = 0.0331 Cs3= 0.5*51/R = 0.0505 Cs-max= 0.1879 Eff Base Shear=Cs= 0.1879 I••nm:m: E,mtion Base Shear Coeff=Cs= 0,1879 Level PRODUCT LOAD P P*0.67*PRF1 1 1,600 lb 1,072 lb 2 1,600 lb 1,0721b 3 1,600 lb 1,072 1b 4 1,600 lb 1,072 1b 5 1,600 lb 1,072 1b sum: P=8000 lb 5,360 lb Lonaitudinal (Downaisle) Seismic Load Ws= (0.67*P4lFi * PL)+DL (RMI 2.6.2) = 5,735 lb Vtransv=vt= 0.1879 * (375 lb+ 5360 lb) Etransverse= 1,078 lb Limit Statl!s Li!Vi!I Transvl!l'u uismlc sitar pi!I' upright DL hi wi*hi 751b 40 in 45,880 751b 68in 77,996 75 lb 136in 155,992 75 lb 204in 233,988 75 lb 272 in 311,984 375 1b W=5735 lb 825,840 Project#: LV-021918-2 Ss= 1.040 S1= 0.404 Fa= 1.084 Fv= 1.596 Sds=2/3*Ss*Fa= 0.752 Sd1=2/3*S1 *Fv= 0.430 Ca=0.4*2/3*Ss*Fa= 0.3006 (Transverse, Braced Frame Dir.) R= 4.0 Ip= 1.0 PRF1= 1.0 Pallet Height=hp= 48.0 in DL per Beam Lvl= 75 lb Fi R*(hi+hp/2) 59.9 lb 3,834-# 101.8 lb 9,366-# 203.6 lb 32,576-# 305.4 lb 69,631-# 407.2 lb 120,531-# 1,078 lb 1=235,938 Similarly for longitudinal seismic loads, using R=6.0 Ws= (0.67 * PLRF2 * P) + DL PRF2= 1.0 l,,,,,,I b,,,,,I ~ b,,,,~ Csl=Sdl/(T*R)= 0.1433 = 5,735 lb (Longitudinal, Unbraced Dir.) R= 6.0 f'"'''1 R f '"'i t,~,~ Cs2= 0.0331 Cs=Cs-max*Ip= 0.1433 T= 0.50 sec Cs3= 0.0337 I Vlong= 0.1433 * (375 lb+ 5360 lb) I [';-:',';-;-1 R ~:\'~~j E:-;~1 Cs-max= 0.1433 Elongitudinal= 822 lb LimilSutMU ... /LongiL sokmkshsrperNprlght Level PRODUC LOAD P P*0.67*PRF2 DL hi wi*hi Fi front Yiew 1 1,600 lb 1,072 lb 751b 40 in 45,880 45.7 lb 2 1,600 lb 1,072 lb 75 lb 68 in 77,996 77.6 lb 3 1,600 lb 1,072 lb 75 1b 136 in 155,992 155.3 lb 4 1,600 lb 1,072 lb 751b 204in 233,988 232.9 lb 5 1,600 lb 1,072 lb 751b 272 in 311,984 310.5 lb sum: =======5=3=6=0=1b====;;:::;:::37=5=1b======W=====57=3=5=1b=====8=2=5=8=4=0 ======8=22===1b======== 5AN DIEGO HAT CO TYPE A Page S-of 2) 2/22/2018 Structural Engineering & Design Inc. 1815 W right Ave La Verne CA 91750 Tel: 909.596.1351 Fax: 909 596.7186 By: ENHAO Project: SAN DIEGO HAT CO Project#: LV-021918-2 Downaisle Seismic Loads Configuration: TYPE A SELECTIVE RACK Determine the story moments by applying portal analysis. The base plate is assumed to provide partial fixity. Seismic Story Forces Vlong= 822 lb Vcol=Vlong/2= 411 lb Fl = 46Ib F2= 78 lb F3= 155 lb Seismic Story Moments r-96 • --1 Typical ("Im< m.de of two column, Conceptual System Typ,cal Fr.ime m.de , -✓-o~ ~columns Mbase-max= 8,000 in-lb Mbase-v= (Vcol*hleff)/2 <=== Default capacity hl-eff= hl -beam clip height/2 = 37 in = 7,604 in-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 7,604 in-lb M 1-1= [Veal * hleff]-Mbase-eff = (411 lb * 37 in)-7604 in-lb = 7,603 in-lb Mseis= (Mupper+Mlower)/2 Mseis(l -1)= (7603 in-lb+ 5434 in-lb)/2 = 6,519 in-lb LEVEL hi Axial Load 1 40in 4,188 lb 2 28in 3,350 lb 3 68in 2,513 lb 4 68in 1,675 lb 5 68in 838 Ib M 2-2= [Vcol-(Fl)/2] * h2 = [411 lb -38.8 lb]*28 in/2 = 5,434 in-lb Mseis(2-2)= (5434 in-lb + 11878 in-lb)/2 = 8,656 in-lb Summary of Forces Column Moment** Mseismic** Mend-fixity 7,603 in-lb 6,519 in-lb 3,101 in-lb 5,434 in-lb 8,656 in-lb 3,101 in-lb 11,878 in-lb 10,558 in-lb 3,101 in-lb 9,238 in-lb 7,258 in-lb 3,101 in-lb 5,279 in-lb 2,639 in-lb 3,101 in-lb Mconn= (Mseismic + Mend-fixity)*0.70*rho Mconn-allow(3 Pin)= 12,691 in-lb **all moments based on limit states level loading SAN DIEGO HAT CO TYPE A Page b of L-i Veal -i~trl=========::t!J-. h2 h1 Beam to Column Elevation rho= 1.0000 Mconn** Beam Connector 6,734 in-lb 3 pin OK 8,230 in-lb 3 pin OK 9,561 in-lb 3 pin OK 7,251 in-lb 3 pin OK 4,018 in-lb 3 pin OK 2/22/2018 COL Structural Engineering & Design Inc. 1815 W right Ave La Verne. CA 91750 Tel· 909.596.1351 Fax: 909 596.7186 By: ENHAO Project: SAN DIEGO HAT CO Project #: L V-021918-2 Column (Longitudinal Loads) Configuration: TYPE A SELECTIVE RACK Section Properties Section: SPCRK FH-20/3x3x14ga Aeff = 0.643 inA 2 Ix : 1.130 inA4 Sx = 0.753 inA3 rx = 1.326 in .Qf= 1.67 Iy = 0. 749 in"4 Sy = 0.493 in" 3 ry = 1.080 in Fy= 55 ksi Kx = 1.7 Lx = 66.8 in Ky= 1.0 Ly= 36.0 in Cb= 1.0 ~ 3.00: in ---i 1 y-·-· r ·-· -y 3.000 in Cmx= 0.85 E= 29,500 ksi Loads Considers loads at level 3 COLUMN DL= 112 lb Critical load cases are: RMI Sec 2.1 10,075 in Jt l=i--o,75 in _J_ COLUMN PL= 2,400 lb Load Case S: : (1 +0.10S*Sds)D + 0.7S*(l. 4+0.l 4Sds)*B*P + 0. 7S*(0. 7*rho*E)<= 1. 0, ASD Method Mcol= 11,877 in-lb axial load coeff: 0.7902426 * P seismic momentcoeff: 0.S62S * Meo/ Sds= 0.7516 Load Case 6:: (1+0.14*Sds)D + (0.8S+0.14Sds)*B*P + (0.7*rfJo*E)<= 1.0, ASD Method 1 +0.105*Sds= 1.0789 axial load coeff: 0.66866 seismic moment coeff: 0.7 * Meo/ By analysis, Load case 6 governs utilizing loads as such 1.4+0.1 4Sds= 1.5052 1+0.14Sds= 1.1052 0.85+0.14*Sds= 0.9552 B= 0.7000 rho= 1.0000 Axial Load=Pax= 1.105224*112 lb+ 0.955224*0.7*2400 lb = 1,729 lb . Moment=Mx= 0.7*rho*Mcol Axial Analysis KxLx/rx = 1. 7*66.75"/1.326" KyLy/ry = 1 *36"/1.08" = 85.6 = 33.3 Fe= nA2E/(KL/r)max"2 Fy/2= 27.5 ksi = 39.8ksi Pn= Aeff*Fn Qc= 1.92 = 23,134 lb P/Pa= 0.14 < 0.15 Bending Analysis Check: P/Pa + Mx/Max :5 1.0 Pno= Ae*Fy = 0.643 inA2 *55000 psi = 35,365 lb Max= My/Qf = 41415 in-lb/1.67 = 24,799 in-lb µx= {l/[l-(Qc*P/Pcr)]}"-1 = {l/[l-(l.92*17291b/25551 lb)]Y'-1 = 0.87 Combined Stresses Fe> Fy/2 Fn= Fy(l-Fy/4Fe) = 0.7 * 11877 in-lb = 8,314 in-lb = 55 ksi*[l-55 ksi/(4*39.8 ksi)] = 36.0 ksi Pa= Pn/Qc = 23134 lb/1.92 = 12,049 lb Pao= Pno/Qc Myield=My= Sx*Fy = 353651b/1.92 = 18,419 lb Per= n" 2EI/(KL)maxA 2 = nA2*29500 ksi/(1.7*66.75 in)"2 = 25,551 lb = 0.753 in"3 * 55000 psi = 41,415 in-lb (1729 lb/12049 lb)+ (8314 in-lb/24799 in-lb)= 0.43 < 1.0, OK (EQ C5-3) ** For comparison, total column stress computed for load case 5 is: 42.0% q loads 2017.421056 !b Axial and M= 623S in-lb 5 AN DIEGO HAT CO TYf'E A Page l of ·2-( 2)22/2018 Structural Engineering & Design Inc. 1815 Wright Aye La Verne CA 91750 Tel: 909 596 1351 fax· 909 596 7186 By: ENHAO Project: SAN DIEGO HAT CO BEAM Configuration: 1YPE A SELECTIVE RACK DETERMINE ALLOWABLE MOMENT CAPACITY A) Check compression flange for local buckling (B2.1) w= c -2*t -2*r = 1.75 in -2*0.06 in -2*0.06 in = 1.510 in w/t= 25.17 l=lambda= (1.052/(k)"0.5] * (w/t) * (Fy/E)"0.5 = (1.052/(4)"0.5] * 25.17 * (55/29500)"0.5 = 0.572 < 0.673, Flange is fully effective B) check web for local buckling per section b2.3 fl(comp)= Fy*(y3/y2)= 48.53 ksi f2(tension)= Fy*(yl/y2)= 100.29 ksi Y= f2/fl = -2.067 k= 4 + 2*(1-Y)"3 + 2*(1-Y) = 67.83 flat depth=w= yl +y3 Eq. B2.3-5 Eq. B2.3-4 Eq. B2.1-4 Eq. B2.1-1 = 2.760 in w/t= 46 OK l=lambda= [1.052/(k)"0.5] * (w/t) * (fl/E)"0.5 = (1.052/(67.83)"0.5] * 2.76 * (48.53/29500)"0.5 = 0.238 < 0.673 be=w= 2.760 in bl= be(3-Y) = 0.545 b2= be/2 = l.38in bl+b2= 1.925 in > 0.9 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) C= 2*Lc/(Lf+2*Lc) = 0.157 in Eq B2.3-2 Project#: LV-021918-2 2.75 In 05in { T 3.000 In 1.625 in _J_ l~ 0.060 In Beam= SoaceRak S8306C 3 in x 0.06 in Ix= 0.830 in"4 Sx= 0.487 in"3 Ycg= 1.980 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= 1.750 in bottom flange= 2.750 in Web depth= 3.(Y'" ;,., -Fy - m Lcorner=Lc= (p/2) * (r + t/2) 0.141 in Lflange-top=Lf= 1.510 in m= 0.192*(Fu/Fy) -0.068 = 0.1590 (EQ A7.2-4) d~~ ! Be= 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 Fye= Be * Fy/(R/t)"m (EQ A7.2-2) = 78.485 ksi Thus, Fya-top= 58.70 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth -Ycg) = 113.94 ksi (tension stress at bottom) Check allowable tension stress for bottom flange Lftange-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 A7.2-3) if F= 0.95 Then F*Mn=F*Fya*Sx= I 13.67 in-k Veg y1 J_ yl= Ycg-t-r= 1.860 in y2= depth-Ycg= 1.020 in y3= y2-t-r= 0.900 in Structural Engineering & Design Inc. 1815 Wright Aye La Verne CA 91750 JeJ· 909 596 1351 fax· 909 596 7186 By: ENHAO Project: SAN DIEGO HAT CO BEAM Configuration: 1YPE A SELECTIVE RACK RMI Section 5.2, PT II Section Beam= SpaceRak SB306C 3 in x 0.06 in Ix=Ib= 0.830 in"4 Sx= 0.487 in"3 t= 0.060 in Fy=Fyv= 55 ksi Fu= Fuv= 65 ksi Fya= 58.7 ksi E= 29500 ksi F= 300.0 L= 96 in Beam Level= 3 P=Product Load= 1,600 lb/pair D= Dead Load= 75 lb/pair 1. Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L*W*Rm/8 W=LRFD Load Factor= 1.2*0 + 1.4*P+1.4*(0.125)*P FOR DL=20/o of PL, W= 1.599 Rm= 1 -[(2*F*L)/(6*E*Ib + 3*F*L)] RMI 2.2, Item 8 1 -(2*300*96 in)/[(6*29500 ksi*0.83 in"3)+(3*300*96 in)] = 0.753 if F= 0.95 Then F*Mn=F*Fya*Sx= 27.16 in-k Thus, allowable load per beam pair=W= F*Mn*8*(# of beams)/(L *Rm*W) = 27.16 in-k * 8 * 2/(96in * 0.753 * 1.599) = 3,760 lb/pair allowable load based on bending stress Mend= W*L *(l-Rm)/8 = (3760 lb/2) * 96 in * (1-0.753)/8 = 5,572 in-lb @ 3760 lb max allowable load = 2,371 in-lb @ 1600 lb imposed product load 2. Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= 1 -(4*F*L)/(5*F*L + l0*E*Ib) = 1 -(4*300*96 in)/[(5*300*96 in)+(10*29500 ksi*0.83 in"4)] = 0.704 in if Drnax= L/ 180 Based on L/180 Deffection Criteria and Dss= 5*W*L "3/(384*E*lb) 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*0.83 in"4*2/[180*5*(96 in)"2*0.704) = 3,220 lb/pair allowable load based on deflection limits Project#: LV-021918-2 2.75 in r,;Sin + T 1.625 in 3.000 in -l l~ 0.060 in 11111111 OO II IOI 1111111111111II1111111111111 ~=~~~~~~ ~,-.-.-,-~,..;;--=.:---------- 12 W Beam Length Allowable Deflection= L/180 = 0.533 in Deflection at imposed Load= 0.265 in .. r, Thus, based on the least capacity of item 1 and 2 above: Allowable load= 3,220 lb/pair Imposed Product Load= 1,600 lb/pair Beam Stress= . Beam at Level 3 Structural Engineering & Design Inc. 1815 Wright Ave I a Verne CA 91750 Tel· 909 596 1351 Fax· 909 596 7186 By: ENHAO Project: SAN DIEGO HAT CO Project#: LV-021918-2 3 Pin Beam to Column Connection 1YPE A SELECTIVE RACK I he beam end moments shown herein snow the result of the maximum induced nxed end monents form se1sm1c + static loads and the code mandated minimum value ot 1.5%(DL+PL) Mconn max= (Mseismic + Mend-fixityJ*0.70*Rho = 9,561 in-lb Load at level 3 --P~~1n· ~112·· Connector Type= 3 Pin Shear capacity of Pin Pin Diam= 0.44 in Ashear= (0.438 in)" 2 * Pi/4 = 0.1507 in"2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi* 0.1507in"2 = 3,315 lb Bearing capacity of Pin teal= 0.075 in Omega= 2.22 Fy= 55,UU0 psi Fu= 65,000 psi a= 2.22 Pbearing= alpha ,. Fu ,. diam ,. tC0I/Omega = 2.1.l. "' 05000 psi "' 0.438 in "' 0.075 ln/2.Ll = 2,135 lb < 3315 lb Moment capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in C= Pl +P2+P3 tdip= 0.18 in = Pl +Pl *(2.5"/4.5")+Pl *(0.5"/4.5") = 1.667 * Pl Mcap= Sclip * Fbending = 0.127 in"3 * 0.66 * Fy = 4,610 in-lb Pclip= Mcap/(1.667 * d) C*d= Mcap = 1.667 = 4610.1 in-lb/(l.667 * 0.5 in) = 5,531 lb Thus, Pl= 2,135 lb Mconn-allow= [Pl *4.5" +Pl *(2.5"/4.5")*2.5" +Pl *(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 5AN DIEGO HAT CO TYPE A Page 9 of 2-{ Fy= 55,000 psi Sclip= 0.127 in" 3 d= E/2 = 0.50 in rho= 1.0000 2/22/2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91 750 Tel: 909.596.1351 Fax· 909.596.7186 By: ENHAO Project: SAN DIEGO HAT CO Project#: LV-021918-2 Transverse Brace Configuration: 1YPE A SELECTIVE RACK Section Properties Diagonal Member= Spcrack 1-1/2x1-1/4x14ga Area= 0.292 in" 2 r min= 0.430 in Fy= 55,000 psi K= 1.0 Qc= 1.92 Frame Dimensions r 1.500 ,n -, R}O• Bottom Panel Height=H= 54.0 in Frame Depth=D= 42.0 in Column Width= B= 3.0 in Diagonal Member Horizontal Member= Spcrack 1-1/2x1-1/4x14ga Area= 0.292 in" 2 r min= 0.430 in Fy= 55,000 psi K= 1.0 Clear Depth=D-B*2= 36.0 in X Brace= NO rho= 1.00 _.o I Load Case 6: : (L±.+(2.Q.110G4rP*!':!iS.'d.e.,~l}tJtJ'1+C--:lT7(0.0..885S+;:ioi..11-4.~rsct;~'S;,;J~*B*P + [0.7*rho*EJ<= 1. 0, ASD Method Vtransverse= 1,078 lb Vb=Vtransv*0.7*mo= 1078 lb * 0.7 * 1 = 7551b Ldiag= [(D-B*2)" 2 + (H-6")" 2]" 1/2 = 60.0 in Pmax= V*(Ldiag/D) * 0.75 = 809 lb axial load on diagonal brace member Pn= AREA*Fn = 0.292 in"2 * 14961 psi = 4,369 lb Pallow= Pn/Q = 4369 lb /1. 92 = 2,275 lb (kl/r)= (k * Ldiag)/r min = (1 x 60 in /0.43 in ) = 139.5 in Fe= pi"2*E/(kl/r)"2 = 14,961 psi Since Fe<Fy/2, Fn= Fe = 14,961 psi Check End Weld B 1'f Lweld= 3.0 in Fu= 65 ksi tmin= 0.075 in Typical Panel Confiouration T 1 Pn/Pallow= 0.36 <= 1.0 OK Weld Capacity= 0.75 * tmin * L * Fu/2.5 Horizontal brace Vb=vtransv*0.7*mo= 755 lb (kl/r)= (k * Lhoriz)/r min = (1 x 42 in) /0.43 in = 97.7 in Since Fe>fy/2, Fn=Fy*(l -fy/4fe) = 30,207 psi Pn/Pallow= 0 .16 5AN DIEGO HAT CO T'i1'E A <= 1.0 OK Fe= pi"2*E/(kl/r)"2 = 30,502 psi Pn= AREA*Fn = 0.292in"2*30207 psi = 8,820 lb Paqe ( 0 of ~ = 4,388 lb OK Fy/2= 27,500 psi Pallow= Pn/nc = 8820 lb /1.92 = 4,594 lb 2/22/2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SAN DIEGO HAT CO Single Row Frame Overturning Configuration: TYPE A SELECTIVE RACK Loads Critical Load case(s): 1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp -E*rho Vtrans=V=E=Qe= 1,078 lb DEAD LOAD PER UPRIGHT=D= 375 lb PRODUCT LOAD PER UPRIGHT=P= 8,000 lb Papp=P*0.67= 5,360 lb Wst LCl=Wstl=(0.74968*O + 0.74968*Papp*1)= 4,299 lb Product Load Top Level, Ptop= 1,600 lb DL/Lvl= 75 lb Seismic Ovt based on E, L(Fi*hi)= 235,938 in-lb heiqht/depth ratio= 6.5 in A) Fullv Loaded Rack Load case 1: Movt= r(Fi*hi)*E*rho = 235,938 in-lb Sds= 0.7516 (0.9-0.2Sds)= 0.7497 (0.9-0.2Sds)= 0.7497 B= 1.0000 rho= 1.0000 Frame Depth= Df= 42.0 in Htop-lvl=H= 272.0 in # Levels= 5 # Anchors/Base= 2 hp= 48.0 in h=H+hp/2= 296.0 in Mst= Wstl * Df/2 = 4299 lb * 42 in/2 = 90 279 in-lb Project#: LV-021918-2 SIDE ELEVATION T= (Movt-Mst)/Df = (235938 in-lb -90279 in-lb)/42 in = 3,468 lb Net Uplift per Column I Net Seismic Uplift= 31468 lb 8) Ton Level Loaded Onlv Load case 1: 0 Vl=vtop= Cs* Ip* Ptop >= 350 lb for H/D >6.0 Movt= [Vl*h + V2 * H/2]*0.7*rho = 0.1879 * 1600 lb = 79,228 in-lb = 301 lb T= (Movt-Mst)/Df Vleff= 3501b Critical Level= 5 = (79228 in-lb -31093 in-lb)/42 in V2=V0L= Cs*Ip*D Cs*Ip= 0.1879 = 1,146 lb Net Uplift per Column = 70 1b Mst= (0.74968*D + 0.74968*Ptop*l) * 42 in/2 = 31,093 in-lb I Net Seismic Uplift= 1,146 lb Anchor Check (2) 0.5'' x 3.25" Embed HILTI KWIKBOLT TZ anchor(s) per base plate. Special inspection is required per ESR 1917. Fully Loaded: Top Level Loaded: Pullout Capadty=Tcap= 1,961 lb L.A. City Jurisdiction? NO Shear Capacity=Vcap= 2,517 lb Phi= 1 (1734 lb/1961 lb)"l + (269 lb/2517 lb)"l = (573 lb/1961 lb)"l + (87 lb/2517 lb)"l = 5AN DIEGO HAT CO TYFE A Page / / of 2-I 0.99 0.33 Tcap*Phi= 1,961 lb Vcap*Phi= 2,517 lb <= 1.2 OK <= 1.2 OK 2/22/2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SAN DIEGO HAT CO Project#: LV-021918-2 Base Plate Configuration: TYPE A SELECTIVE RACK Section +-a-p Baseplate= 8x5x0.375 Eff Width=W = 8.00 in a= 3.00 in Mb Eff Depth=D = 5.00 in Column Width=b = 3.00 in Column Depth=dc = 3.00 in Anchor c.c. =2*a=d = 6.00 in N=# Anchor/Base= 2 Fy = 36,000 psi w L = 2.50 in Plate Thickness=t = 0.375 in Down a isle Elevation Down Aisle Loads Load Case 5:: (1 +0. 105*Sds)D + 0.75*{(1.4+0.14Sds)*B*P + 0.75*[0.7*rf1o*El<= 1.0, ASD Method COLUMN DL= 188 lb Axial=P= 1.078918 * 187.5 lb+ 0.75 * (1.505224 * 0.7 * 4000 lb) COLUMN PL= 4,000 lb = 3,363 lb Base Moment= 8,000 in-lb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.0789 = 8000 in-lb* 0.75*0.7*rho l.4+0.14Sds= 1.5052 ..--------=_4.,__,2_0_0_i_n_-l_b _______________ --. B= .0.7000 Axial Load P = 3,363 lb Mbase=Mb = 4,200 in-lb M 1= wl "2/2= fa*L" 2/2 Axial stress=fa = P/A = P/(D*W) = 84 psi Moment Stress=fb = M/S = 6*Mb/[(D*B"2] = 78.8 psi Moment Stress=fbl = fb-fb2 = 29.5 psi M3 = (l/2)*fb2*L*(2/3)*L = (1/3)*fb2*L "2 = 103 in-lb S-plate = (l)(t"2)/6 = 0.023 in"3/in fb/Fb = Mtotal/[(S-plate)(Fb)] 0.72 OK Tanchor = (Mb-(Plapp*0.75*0.46)(a))/[(d)*N/2] = -1,450 lb No Tension = 263 in-lb Moment Stress=fb2 = 2 * fb * L/W = 49.2 psi M2= fbl *L" 2)/2 = 92 in-lb Mtotal = Ml+M2+M3 = 458 in-lb/in Fb = 0.75*Fy = 27,000 psi Pp= 0.7*Pc = 2,800 psi Tallow= 1,961 lb OK OK Cross Aisle Loads ="" 1o«1 =• RNI s« 1.1, ,~m ,,. r1+0.1JSds)X + o+o.t4sos)PL'0.1S+EL•o.JS <• 1.0, A.SD 11ethod Check uplift load on Baseplate Effc Effe Pstatic= 3,363 lb Movt*0.75*0.7*rho= 123,867 in-lb Frame Depth= 42.0 in Pseismic= Movt/Frame Depth = 2,949 lb 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 the column and a net uplift force exists, the minimum base plate thickness all be determined based on a design bending moment In the plate equal the uplift force on one anchor times 1/2 the distance from P=Pstatic+Pseismic= 6,312 lb b =Column Depth= 3,00 in L =Base Plate Depth-Col Depth= 2.50 in fa = P/A = P/(D*W) = 158 psi Sbase/in = (l)(t"2)/6 = 0.023 in"3/in fb/Fb = M/[(S-plate)(Fb)] = 0.78 OK SAN DIEGO HAT CO TYPE A M= wl "2/2= fa*L "2/2 = 493 in-lb/in Fbase = 0.75*Fy = 27,000 psi Page {2 of 2/ e centerline of the anchor to the nearest edge of the rack column" l~~L-~ 1a "~ ,,, t Elevation Uplift per Column= 3,468 lb Qty Anchor per BP= 2 Net Tension per anchor=Ta= 1,734 lb C= 2.50 in Mu=Moment on Baseplate due to uplift= Ta*c/2 = 2,168 in-lb Splate= 0.117 in"3 fb Fb *0.75= 0.514 OK 2/22/2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SAN DIEGO HAT CO Project#: LV-021918-2 Slab on Grade Configuration: TYPE A SELECTIVE RACK y L SLAB ELEVATION ~I I -----c I ---_, Cross Aisle ················t ::::::::r ... B --'-'---'-'-'-'-'--:-.i·~f ~:·· ·. · .·. · .· .·.·.·.Down Aisle Baseplate Plan View Concrete fc= 4,000 psi tslab=t= 5.0 in teff= 5.0 in phi=0= O.~ SQi! fsoil= 750 psf Movt= 165,157 in-lb Frame depth= 42.0 in Sds= 0.752 0.2*Sds= 0.150 Base Plate Effec. Baseplate width=B= 8.00 in Effec. Baseplate Depth=D= 5.00 in width=a= 3.00 in depth=b= 3.00 in ;1.,= 0.600 0=8/D= 1.600 Pc"0.5= 63.20 psi Column Loads DEAD LOAD=D= 188 lb per column unfactored ASD load PRODUCT LOAD=P= 4,000 lb per column unfactori!d ASD load Papp= 2,680 lb per column P-seismic=E= (Movt/Frame depth) = 3,932 lb per column unfactored Limit State load 8= 0.7000 rho= 1.0000 Sds= 0.7516 1.2 + 0.2*Sds= 1.3503 0. 9 -0.20Sds= 0.7497 Puncture Apunct= [(c+t)+(e+t)]*2*t = 195.0 in"2 Fpunctl= [(4/3 + 8/(3*0)] * ,, *(F'c"0.5) = 113.8 psi Fpunct2= 2.66 * ,,_ * (F'c"0.5) = 100.9 psi Fpunct eff= 100. 9 psi Slab Bending Pse=DL+PL+E= 8,158 lb Asoil = (Pse* 144 )/(fsoil) = 1,566 in"2 X= (L-y)/2 = 12.4 in Fb= 5*(phi)*(fc)"0.5 = 189.74 psi 5AN DIEGO HAT CO TYPE A midway dist face of column to edge of plate=c= 5.50 in midway dist face of column to edge of plate=e= 4.00 in Load Case 1) (1.2+0.2Sds)D + (l.2+0.2Sds)*B*P+ rho*E RMI sEc 2.2 EQTN s = 1.35032 * 188 lb + 1.35032 * 0.7 * 4000 lb+ 1 * 3932 lb = 7,967 lb Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI sEc 2.2 EQTN 7 = 0.74968 * 188 lb+ 0.74968 * 0.7 * 2680 lb+ 1 * 3932 lb = 5,479 lb Load Case 3) 1.2*D + 1.4*P = 1.2*188 lb+ 1.4*4000 lb = 5,825 lb Load Case 4) l.2*D + 1.0*P + 1.0E = 8,158 lb Effective Column Load=Pu= 8,158 lb per column L= (Asoil)"0.5 = 39.57 in M= w*x/\2/2 = (fsoil*x/\2)/(144*2) = 403.1 in-lb Page i 2:> of 2-/ fv/Fv= Pu/(Apunct*Fpunct) 0.415 < 1 OK y= (c*e)"0.5 + 2*t = 14.7 in S-slab= 1 *teff/\ 2/6 = 4.17 in"3 fb/Fb= M/(S-slab*Fb) 0.510 < 1, OK RMI SEC 2.2 EQTN 1,2 K:I .318·11 S« 92 I, EQtn9-5 2/22/2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel: 909.596.1351 Fax: 909.596 7186 By: ENHAO Project: SAN DIEGO HAT CO Project#: LV-021918-2 Configuration & Summary: TYPE C-96 TUNNEL RACK T 68" 288" + 68" t 136" I 288" T ..----, 42" **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 113 lb AXIAL LL= 2,400 lb SEISMIC AXTAL Ps=+/-3,745 lb BASE MOMENT= 8,000 in-lb ,A"--,f -96" -----,j, ,I--42" -,Y Seismic Criteria # Bm Lvls Frame Depth Frame Height # Dia onals Beam Length Frame Type Ss=l.04, Fa=l.084 3 42 in 288.0 in 6 96in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-20/3x3xl 4ga P= 1675 lb, M=6518 in-lb 0.25-OK Column & Backer To Level 1 SPCRK FH20-FS-8/3x3xl 4ga/3xl -5/8xl 4ga p= 2513 lb, M= 24785 in-lb 0.84-OK Beam Fy=55 ksi SpaceRak SB306C 3 in x 0.06 in Lu=96 in I Capacity: 3220 lb/pr 0.5-OK Beam Connector Fy=55 ksi Lvl 2: 3 pin OK I Mconn=5245 in-lb I Mcap=12691 in-lb 0.41-OK Brace-Horizontal Fy=55 ksi Spcrack 1-1/2xl -1/4xl 4ga 0.1-OK Brace-Diagonal Fy=55 ksi Spcrack 1-1/2xl-1/4xl 4ga 0.21-OK Base Plate Fy=36 ksi 8x5x0.375 I Rxity= 8000 in-lb 0.56-OK Anchor 2 per Base 0.5'' x 3.25" Embed HILT! K\NIKBOLTTI ESR 1917 Inspection Reqd (Net Seismic Uplift=2456 lb) 0.575-OK Slab &Soil 5" tnk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure 0.25-OK Level I Load** I Story Force I Story Force Column I Column I Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 1,600 lb 136.0 in 36.0 in 1441b 110 lb 2,513 lb 24,785 "# 12,616 "# If pin OK 2 1,600 lb 68.0 in 36.0 in 216 lb 164 lb 1,675 lb 6,518 "# 5,245 "# 3 pin OK 3 1,600 lb 68.0 in 54.0 in 288 lb 2191b 838 lb 3,725 "# 2,963 "# 3 pin OK 54.0 in 54.0 in 42.0 in ** Load defined as product weight per pair of beams Total: 6471b 4931b Notes I BACKER UP TO 136" 4 PIN @ LEVEL 1 CONNECTION 5AN DIEGO HAT CO TYPE C-9G Page /lf,of 21 2)22/2018 Structural Engineering & Design Inc. 1815 W right Ave La Verne CA 91750 Tel· 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SAN DIEGO HAT CO Project #: LV-021918-2 Configuration & Summary: TYPE C-144 TUNNEL RACK T 68" + 288" 68" t- 36" + 100" J ' y i.-----1 42" + ~ 54" + IE-----t I **RACK COLUMN REACTIONS ASDLOADS AXL4L DL= 150 lb AXL4L LL= 4,000 lb SEISMIC AXTAL Ps=+/-5,989 lb BASE MOMENT= 8,000 in-lb ,,1<-r--144"---+ f'-42" --+ Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=l.04, Fa=l.084 4 42 in 288.0 in 6 144 in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-20/3x3x14ga P=2475 lb, M=10124 in-lb 0.33-0K Column & Backer To Level 1 SPCRK FH20-FS-8/3x3x14ga/3xl -5/8xl 4ga p= 4150 lb, M= 31334 in-lb 0.89-0K Beam Fy=55 ksi SpaceRak SB506C 5 in x 0.06 in Lu=144 in I Capacity: 4250 lb/pr 0.56-0K Beam Connector Fv=55 ksi Lvl 2: 3 pin OK I Mconn=7966 in-lb I Mcap= 12691 in-lb 0.63-0K Brace-Horizontal Fy=55 ksi Spcrack 1-1/2xl -1/4xl 4ga 0.16-0K Brace-Diagonal Fy=55 ksi Spcrack 1-1/2xl -1/4xl 4ga 0.35-0K Base Plate Fy=36 ksi 8x5x0.375 I Rxity= 8000 in-lb 0.8-0K Anchor 2 per Base 0.5'' x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Upllft=3868 lb) 0.908-0K Slab&Soil 5" thk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure 0.51-0K Level I Load** I Story Force I Story Force Column I Column I Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 2 2,400 lb 36.0 in 36.0 in 223 1b 170 lb 3,713 lb 6,890 "# 7,966 "# 3 pin OK 3 2,400 lb 68.0 in 54.0 in 335 lb 255 1b 2,475 lb 10,124 "# 7,579 "# 3 pin OK 4 2,400 lb 68.0 in 54.0 in 446 1b 340 1b 1,238 lb 5,785 "# 4,036 "# 3 pin OK 54.0 in 42.0 in •• Load defined as product weight per pair of beams I Notes I BACKER UP TO 1%" Total: 1,064 lb 811 lb 5 AN DIEGO HAT CO TYFE C-144 Page / ) of 2./ 2)22)2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SAN DIEGO HAT CO Project#: LV-021918-2 Configuration & Summary: TYPE C-168 TUNNEL RACK T 68" 288" t 68" 288" t 136" I ~ 42" + 54" + 54" + 54" + 36" + 36" /4-- ,-,/ **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 113 lb AXIAL LL= 3,600 lb SEISMIC AxTAL Ps=+/-5,493 lb BASE MOMENT= 8,000 in-lb --r--168"----,} ,f-42" -,r Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type SS= 1.04, Fa= 1.084 3 42 in 288.0 in 6 168in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-25/3x3x13ga P=2475 lb, M=9573 in-lb 0.31-OK Column & Backer To Level 1 SPCRK FH25-FH-25/3x3x13ga/3x3x13ga p= 3713 lb, M= 40146 in-lb 0.9-OK Beam Fy=55 ksi SpaceRak SB506C 5 in x 0.06 in Lu=168 in I Capacity: 3202 lb/pr 0.75-OK Beam Connector Fy=55 ksi Lvl 2: 3 pin OK I Mconn= 7911 in-lb I Mcap=l5230 in-lb 0.52-OK Brace-Horizontal Fy=55 ksi Spcrack 1-1/2xl-1/4x14ga 0.14-OK Brace-Diagonal Fy=55 ksi Spcrack 1-l/2xl-1/4xl 4ga 0.31-OK Base Plate Fy=36 ksi 8x8x0.375 I Rxity= 8000 in-lb 0.45-OK Anchor 2 per Base 0.5'' x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Upllft=3600 lb) 0.842-OK Slab &Soil 5" thk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure 0.4-OK Level I Load** I Story Force I Story Force Column I Column I Conn. Beam Per Level Beam Spcg Brace Transv Long it. Axial Moment Moment Connector 1 2,400 lb 136.0 in 36.0 in 211 lb 161 lb 3,713 lb 40,146 "# 20,048 "# lj-pin D/<. 2 2,400 lb 68.0 in 36.0 in 316 1b 241 lb 2,475 lb 9,573 "# 7,91 1 "# 3 pin OK 3 2,400 lb 68.0 in 54.0 in 422 lb 3221b 1,238 lb 5,471 "# 4,561 "# 3 pin OK 54.0 in 54.0 in 42.0 in ** Load defined as product weight per pair of beams Total: 9491b 7241b Notes I BACKER UP TO 136" 4 PIN@ LEVEL 1 CONNECTION 5AN DIEGO HAT CO TYPE C-1 G8 Page ( 6 of 2..-j 2/22/2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SAN DIEGO HAT CO Project#: LV-021918-2 Configuration & Summary: TYPE D SELECTIVE RACK T 68" t 2 88" 68" 1---288" 68" + 68" I -'r k--~ 30" + ~ 54" + ,..___.._. 54" + -54" + ,..____., 36" + 1------'lll 36" -'4-,.____, **RACK COLUMN REAmONS ASDLOADS AXIAL DL= 150 lb AXIAL LL= 3,200 lb SEISMIC AXIAL Ps=+/-4,679 !b BASE MOMENT= 8,000 in-lb --r -96" ----+ }-42" + Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss= 1.04, Fa= 1.084 4 42 in 288.0 in 6 96 in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-20/3x3x14ga P=3350 lb, M= 13353 in-lb 0.58-OK Column & Backer None None None N/A Beam Fy=55 ksi SpaceRak SB306C 3 in x 0.06 in Lu=96 in I Capacity: 3220 lb/pr 0.5-OK Beam Connector Fy=55 ksi Lvl 1: 3 pin OK I Mconn=9851 in-lb I Mcap= 12691 in-lb 0.78-OK Brace-Horizontal Fy=55 ksi Spcrack 1 • 1/2xl-1/4xl 4ga 0.13-OK Brace-Diagonal Fy=55 ksi Spcrack 1-l /2xl -l/4xl 4ga 0.28-OK Base Plate Fy=36 ksi 8x5x0.375 I Rxity= 8000 in-lb 0.64-OK Anchor 2 per Base 0.5'' x 3.25" Embed HILT! KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2960 lb) 0.7-OK Slab &Soil 5" thk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure 0.37-OK Level I Load** I Story Force I Story Force Column I Column I Conn. Beam Per Level BeamSpcg Brace Transv Longit. Axial Moment Moment Connector 1 1,600 lb 68.0 in 36.0 in 86 lb 66 lb 3,350 lb 13,353 "# 9,851 "# 3 pin OK 2 1,600 lb 68.0 in 36.0 in 172 lb 131 lb 2,513 lb 10,052 "# 7,914 "# 3 pin OK 3 1,600 lb 68.0 in 54.0 in 259 lb 197 lb 1,675 lb 7,818 "# 5,960 "# 3 pin OK 4 1,600 lb 68.0 in 54.0 in 345 lb 263 lb 8381b 4,468 "# 3,223 "# 3 pin OK 54.0 in 30.0 in ** Load defined as product weight per pair of beams Total: 8621b 657 1b SAN DIEGO HAT CO TYFE D Paqe f 1 of 2-I 2/22/2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel: 909 596.1351 Fax: 909 596.7186 By: ENHAO Project: SAN DIEGO HAT CO Project #: L V-021918-2 Configuration & Summary: TYPE E SELECTIVE RACK T 68" 288" t 100" t 100" J Seismic Criteria Ss= 1.04, Fa= 1.084 Component Column Column & Backer Beam Beam Connector Brace-Horizontal Brace-Diagonal Base Plate Anchor Slab&Soil Level I Load** Per Level 1 1,600 lb 2 1,600 lb 3 1,600 lb 288" uRACK COLUMN REACTIONS ASDLOADS AXIAL DL= 113 lb AXIAL LL= 2,400 lb SEISMIC AXIAL Ps=+/-3,673 lb BASE MOMENT= 8,000 in-lb ,-r -96" -----,,r ,f<-42" -..,f, # Bm Lvls Frame Depth Frame Height # Dia onals Beam Length Frame Type 3 42 in 288.0 in 6 96 in Single Row Description STRESS Fy=55 ksi SPCRK FH-20/3x3x14ga P=2513 lb, M=15911 in-lb 0.81-OK None None None N/A Fy=55 ksi SpaceRak SB306C 3 in x 0.06 in Lu=96 in I Capacity: 3220 lb/pr 0.5-OK Fy=55 ksi Lvl 1: 3 pin OK I Mconn=l0783 in-lb I Mcap=12691 in-lb 0.85-OK Fy=55 ksi Srx:rack 1-1/2xl-l/4x14ga 0.1-OK Fy=55 ksi Srx:rack 1-l/2xl-l/4xl 4ga 0.21-OK Fy=36 ksl BxSx0.375 I Rxity= 8000 in-lb 0.56-OK 2 oer Base 0.5'' x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift:=2384 lb) 0.558-OK 5" thk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure 0.26-OK I Story Force I Story Force Column I Column I Conn, Beam Beam Spcg Brace Transv Lonqit. Axial Moment Moment Connector 100.0 in 36.0 in 114 lb 87 lb 2,513 lb 15,911 "# 10,783 "# 3 pin OK 100.0 in 36.0 in 228 lb 1741b 1,675 lb 10,155 "# 6,598 "# 3 pin OK 68.0 in 54.0 in 305 lb 233 lb 838 lb 3,954 "# 3,044 "# 3 pin OK 54.0 in 54.0 in 30.0 in ** Load defined as product weight per pair of beams Total: 6471b 493 lb 5AN DIEGO t-lA T CO TYPE E Page / 3' of ~ 2/22/2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: ENHAO Project: SAN DIEGO HAT CO Project#: LV-021918-2 Configuration & Summary: TYPE F SELECTIVE RACK T 100" + 28" + 28" 288" + 28" + 28" + 28" .I +1<'---- 54" 288" + 1---'JI 54" +-36" + 1----"I 36" ->l-"---ll **RACK COLUMN R£4CTIONS ASDLOADS AXJAL DL= 225 lb AXTAL LL= 4,800 lb SEISMIC AXTAL Ps=+/-5,437 lb BASE MOMENT= 8,000 in-lb ✓-r-96 .. ~ }-42" -f Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss= 1.04, Fa= 1.084 6 42 in 288.0 in 6 96 in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-20/3x3x14ga P=5025 lb, M=6162 in-lb 0.36-0K Column & Backer None None None N/A Beam Fy=55 ksi SpaceRak SB306C 3 in x 0.06 in Lu=96 in I Capacity: 3220 lb/pr 0.5-0K Beam Connector Fy=55 ksi Lvl 1: 3 pin OK I Mconn=6130 in-lb I Mcap= 12691 in-lb 0.48-0K Brace-Horizontal Fv=55 ksi Spcrack 1-l/2xl-1/4xl 4ga 0.2-0K Brace-Diagonal Fy=55 ksi Spcrack 1-1/2xl-l/4xl 4ga 0.43-0K Base Plate Fy=36 ksi 8x5x0.375 I Rxity= 6163 in-lb 0.85-0K Anchor 2 per Base 0.5'' x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2858 lb) 0.717-0K Slab &Soil 5" thk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure 0.58-0K Level I Load** I Story Force I Story Force Column I Column I Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 1,600 lb 28.0 in 36.0 in 551b 42 lb 5,025 lb 6,162 "# 6,130 "# 3 pin OK 2 1,600 lb 28.0 in 36.0 in 110 lb 841b 4,188 lb 6,609 ''# 6,081 "# 3 pin OK 3 1,600 lb 28.0 in 54.0 in 165 lb 126 lb 3,350 lb 6,024 "# 5,569 "# 3 pin OK 4 1,600 lb 28.0 in 54.0 in 219 lb 167 lb 2,513 lb 5,145 "# 4,851 "# 3 pin OK 5 1,600 lb 28.0 in 54.0 in 274 lb 209 1b 1,675 lb 3,974 "# 6,187 "# 3 pin OK 6 1,600 lb 100.0 in 30.0 in 470 lb 359 lb 838 lb 8,963 "# 4,797 "# 3 pin OK ** Load defined as product weight per pair of beams Total: 1,293 lb 9861b 5AN DIEGO HAT CO TYrE f Page i ~ of Z.., I 2/22/2018 Struatu ral Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel: 909.596.1351 Fax: 909 596.7186 By: ENHAO Project: SAN DIEGO HAT CO Project #: LV-021918-2 Configuration & Summary: TYPE H SELECTIVE RACK T 112" 2 M"+ 112" ' Seismic Criteria # Bm Lvls Ss= 1.04, Fa= 1.084 2 Component Column Fy=55 ksi Column & Backer None Beam Fy=55 ksi Beam Connector Fy=55 ksi Brace-Horizontal Fy=55 ksi Brace-Diagonal Fy=55 ksi Base Plate Fy=36 ksi Anchor 2 per Base Slab &Soil Level I Load** Per Level Beam Spcg 1 1,600 lb 112.0 in 2 1,600 lb 112.0 in ** Load defined as product weight per pair of beams Notes 5AN DIEGO HAT CO TYFE H --r-k----il 30" +-54" +-54" 288" + t---____,, 54" + l<'-------i 36" +-36" ->le--- }-42" ,r **RACK COLUMN REACTIONS ASDLOADS AX.l4L DL= 75 lb AXIAL LL= 1,600 lb SEISMIC AXIAL Ps=+/-2,161 lb 84SE MOMENT= 8,000 in-lb Frame Depth Frame Height # Diagonals Beam Length Frame Type 42 in 288.0 in 6 96 in Single Row Description STRESS SPCRK FH-20/3x3x14ga P=1675 lb, M=9931 in-lb 0.55-OK None None N/A SpaceRak SB306C 3 in x 0.06 in Lu=96 in I Capacity: 3220 lb/pr 0.5-OK Lvl 1: 3 pin OK I Mconn= 7285 in-lb I Mcap=12691 in-lb 0.57-0K Spcrack 1-1/2xl-1/4xl 4ga 0.07-OK Spcrack 1-1/2xl-1/4xl 4ga 0.14-OK 8x5x0.375 I Rxity= 8000 in-lb 0.47-OK 0.5'' x 3.25" Embed HILTI KWIKBOLT1Z ESR 1917 Inspection Reqd (Net Seismic Upllft=1302 lb) 0.308-OK 5" thk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure Brace 36.0 in 36.0 in 54.0 in 54.0 in 54.0 in 30.0 in Total: I Story Force I Story Force Transv Longit. 144 lb 110 lb 2871b 219 lb 431 lb 329 lb Page 2,,Q of 2-j Column I Column I Conn. Axial Moment Moment 1,675 lb 9,931 "# 7,285 "# 838 lb 6,140 "# 3,809 "# 0.18-OK Beam Connector 3 pin OK 3 pin OK 2/22/2018 Stru8tural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.135 1 Fax: 909.596.7186 By: ENHAO Project: SAN DIEGO HAT CO Project#: LV-021918-2 Configuration & Summary: TYPE I SELECTIVE RACK T 88" .. + 300 100" t 100" I -'ts-k-----11 42" 300" +--36" +>------------al 36" ~ ,.___-I **RACK COLUMN R£4CT7ONS ASDLOADS AX.l4L DL= 113 lb AX.l4L LL= 2,400 lb SEISMIC AXIAL Ps=+/-3,852 lb 84SE MOMENT= 8 000 in-lb --r -96" ----+ . ,f-42" -f Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss= 1.04, Fa= 1.084 3 42 in 300.0 in 6 96in Single Row Component Description STRESS Column Fy=SS ksi SPCRK FH-20/3x3x14ga P=2513 lb, M=15911 in-lb 0.81-0K Column & Backer None None None N/A Beam Fy=SS ksi SpaceRak SB306C 3 in x 0.06 in Lu=96 in I Capacity: 3220 lb/pr 0.5-0K Beam Connector Fy=55 ksi Lvl 1: 3 pin OK I Mconn= 10809 in-lb I Mcap= 12691 in-lb 0.85-0K Brace-Horizontal Fv=55 ksi Spcrack 1-1/2x1-1/4xl 4ga 0.1-0K Brace-Diagonal Fy=55 ksi Spcrack 1-1/2x1-1/4x14ga 0.21-0K Base Plate Fy=36 ksi 8x5x0.375 I Rxity= 8000 in-lb 0.56-0K Anchor 2 per Base OS" x 3.25" Embed HILT! KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift:=2562 lb) 0.6-0K Slab &Soil S" thk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure 0.27-0K Level I Load** I Story Force I Story Force Column I Column I Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 1,600 lb 100.0 in 36.0 in 1101b 84 lb 2,513 lb 15,911 "# 10,809 "# 3 pin OK 2 1,600 lb 100.0 in 36.0 in 220 lb 168 lb 1,675 lb 10,230 "# 7,100 "# 3 pin OK 3 1,600 lb 88.0 in 54.0 in 317 1b 242 lb 838 1b 5,313 "# 3,519 "# 3 pin OK 54.0 in 54.0 in 42.0 in ** Load defined as product weight per pair of beams Total: 6471b 493 lb SAN DIEGO HAT CO TYfE I Page ·L--( of ·2 / 2/22/2018 SJ>ECIAI. PRODU('TS CONVEYORS STORAGE RACKS OTHER SERVICES TANK SUPPORTS TALL SUPPORTS SELECTIVE SEISMIC ANALYSIS MACHINERY HEADER STEEL DRIVE-IN PERMIT AC'QUISl110N RACKBLDGS SORT PLATFORMS PUSII BACK EGRESS PLANS SHEDS PICK MODULES FLOW RACK STATE APPROVALS MEZZANINES ROOF VERIFICAllON CANTILEVER PRODUCT TESTING FOOTINGS I 130 E. Cypress St Licensed in 50 States Analysis of Storage Racks for San Diego Hat Co 2875 Whiptail Loop, Carlsbad, CA 920 I 0 Job No. I 8-1043 • Covina. CA 91724 • SHELVING METAL METAU\VOOD MOVABLE GONDOLAS LOCKERS CA1WALKS (90! SPECIAi, PRODUCTS SHUTTLES VLM CAROUSELS VRC MODULAR OFFICES FENCES 0 CO 0 ,- <D 0 0~ o .._,. N-,-co 0) 0 N "t- N "t-- 0 I 00 "t-o N 0 m 0 MATERIAL HANDLING ENGIN ERING EST.1986 TEL:(909)869-0989 1130 E CYPRESS ST, COVINA, CA 91724 PROJECT: San Diego Hat Co FOR: Interlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad. CA SHEET#: I CALCULATED BY: ysun DATE: 5/8/20 I 8 PROJECT#: 20180221 I 0 Table of Contents Parameters ....... _ . _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Components and Specifications. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Loads and Distributions. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 Basic Load Combinations ................................................. 14 Longitudinal Analysis .................................................... 15 Column & Backer Analysis ................................................ 16 Beam Analysis .......................................................... 18 Beam to Column Analysis ................................................. 2 1 Bracing Analysis ........................................................ 22 Anchor Analysis. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24 Overturning Analysis ..................................................... 27 Baseplate Analysis ....................................................... 28 Slab and Soil Analysis .................................................... 29 Scope: This storage system analysis is intended to determine its compliance with appropriate building codes with respect to static and seismic forces. The storage racks are prefabricated and are to be field assembled only, with no field welding. ,. MATERIAL HANDLING ENGINEERING EST 1985 TEL:(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 PROJECT: San Diego Hat Co FOR: Interlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 2 CALCULATED BY: ysun DA TE: 5/8/20 18 PROJECT#: 20180221 10 The storage racks consist of several bays, interconnected in one or both directions,with the columns of the vertical frames being comon between adjacent bays. This analysis will focus on a tributary bay to be analyzed in both the longitudinal and transverse direction. Stability in the longitudinal direction is maintained by the beam to column moment resisting connections, while bracing acts in the transverse direction. CONCEPTUAL ORA WING Some components may not be used or may vary TRIBUTARY AREA Le2end ___ /_ ____ 1. Column I 2. Base Plate 1l ! I ! I 3. Anchors 4. Bracing I I I ----------' 5. Beam TRANSVERSE 6. Connector LONGITUDINAL NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET ~c MATERIAL HANDLING ENGINEERING EST. 1G85 TEL:(909)869-0989 1130 E CYPRESS ST COVINA CA 91724 PROJECT: San Diego Hat Co FOR: Intcrlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 3 CALCULATED BY: ysun DA TE: 5/8/20 18 PROJECT#: 2018022 1 10 COMPONENTS AND SPECIFICATIONS Configuration I: Type A M 1.2 Analysis per section 2209 or the 20 16 CBC Levels: 5 Panels: 6 288" I 68" 68" 68" .I I 28" .I I 40" .I Load per Level 1600 lbs 1600 lbs 1600 lbs 1600 lbs 1600 lbs t---96" ------,.. FRONT VIEW FRAME COLUMN 3.0 x 2.72 x 0.4 -0.Q75 (3 14) Steel = 55000 psi Stress= 44% (level 3) HORIZONTAL BRACE f.7953 X 1.378 -0.0625 Stress = 27% (panel I) DIAGONAL BRACE ) .7953 X 1.378 -0.0625 Stress = 48% Coanel 3) Base Plate Steel = 36000 psi 7.75 in. x 5 in. x 0.375 in. 2 anchors/plate Moment = 2650 in-lb. Stress = 8% Seizmic Analyzer S = 1.03 F = 1.09 I = I s'. = 0.4 F: = 1.6 SDC = D ,-~ ~-1\ ±v + 52" ~ t 1-------11 52• V i 24" l'----+-c-- 24" v ~ t-42" -{ SIDE VIEW BEAM 3.66 x 2.75 -0.063 (36E) I' = 279 lbs 11::;,,~, = I 098 lbs. pstahc = 4250 lbs. P,,;,,,,;, = 4108 lbs. CONNECTOR Steel = 55 ksi Max Static Cap. = 4392 lb. 3 Tab 2" cc Connector (IM) Stress = 26% Stress = 38% Max stress = 38% (level I) Slab & Soil Slab= 5" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress= 23% (S) version 20180507 Max stress = 35% (level 3) Anchors 1-Iilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 2 in. Min. Embed. Pullout Capacity = 1359 lbs. Shear Capacity = 1463 lbs. Anchor stress = 7 I% IC> Copyright 1991-2016 Seizmlc Inc. All rights reserved • MATERIAL HANDLING ENGINEERING EST 1saa5 TEL:(909)869-0989 I 130 E CYPRESS ST COVINA CA 91724 PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad. CA SHEET#: 4 CALCULATED BY: ysun DA TE: 5/8/2018 PROJECT#: 20180221 I 0 COMPONENTS AND SPECIFICATIONS Configuration 2: Type C-96 M 1.2 Analysis per section 2209 of the 20 I 6 CBC Levels: 3 Panels: 6 I 68" 68" Load per Level 1600 lbs 1600 lbs 288" 1600 lbs 136" 'j.--96"--t FRONT VIEW FRAME COLUMN 3.0 X 2.72 X 0.4 · 0.Q75 (3 14) Steel = 55000 psi Stress = 76% (level I) HORIZONTAL BRACE J .7953 X 1.378 -0.0625 Stress = 16% (panel I) DIAGONAL BRACE I. 7953 X J.378 -0.0625 Stress= 45% foanel 3) Base Plate Steel = 36000 psi 7.75 in. x 5 in. x 0.375 in. 2 anchors/plate Moment = 5594 in-lb. Stress = 8% Seizmic Analyzer !j_, = 1.03 F0 = 1.09 I = I .), = 0.4 F., = 1.6 SOC = D t w\ t M" I t 52" ~ t~ 52• V +-1--------1 I 24" I'-----+-1------i I 24• v ~ 1'-'" 42" --t SIDE VIEW BEAM 3.66 x 2.75 -0.063 (36E) I' ..,,,,x = 167 lbs. ~-.. , = 659 lbs. P,1a,,c = 2550 lbs. P,,,;,.,,c = 291 3 lbs. CONNECTOR Steel = 55 ksi Max Static Cap.= 4392 lb. 3 Tab 2" cc Connector (IM) Stress = 37% Stress = 38% Max stress= 38% (level I) Slab & Soil Slab = 5" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress= 15% (S) version 20180507 Max stress = 37% (level I) Anchors Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 2 in. Min. Embed. Pullout Capacity = 1359 lbs. Shear Capacity = 1463 lbs. Anchor stress= 64% C> Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLING ENGINEfRING EST. 1985 TEL.(909)869-0989 I 130 E CYPRESS ST COVINA CA 91724 PROJECT: San Diego Hat Co FOR: Interlake-Mecalux Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 5 CALCULATED BY: ysun DATE: 5/8/20 I 8 PROJECT#: 2018022 1 IO COMPONENTS AND SPECIFICATIONS Configuration 3: Type C-144 M 1.2 Analysis per section 2209 of the 20 16 CBC Levels: 3 Panels: 7 288" r 68" 68" 136" Load per Level 2400 lbs 2400 lbs 2400 lbs '!<:----144" ----, FRONT VIEW FRAME COLUMN S = 1.03 F = 1.09 I= I S'.= 0.4 F: = 1.6 SOC = D r ~-v + t~ ., I i__ 24" ~ +-t---11 24• v +-t-- 24""" +-,,---, 24" / ~ t-42" 4- SIDE VIEW B.EAM V ..ong = 236 lbs. ~'""' = 927 lbs. P,ia,,c = 3660 lbs. P..,,,,,,,r = 3977 lbs. CONNECTOR 3.0 X 2. 72 X 0.4 -0.) 05 (3 12) Steel = 55000 psi Stress = 74% (level I) 4.00 x 2.75 -0.063 (40E) Steel = 55 ksi Max Static Cap. = 25 14 lb. 3 Tab 2" cc Connector (IM) Stress = 69% HO RIZO NT AL BRACE I. 7953 X 1.3 78 -0.0625 Stress = 23% (panel I) DIAGONAL BRACE I .7953 x I .378 -0.0625 Stress = 65% (oanel 5) Base Plate Steel = 36000 psi 7.75 in. x 5 in. x 0.375 in. 2 anchors/plate Moment= 6568 in-lb. Stress= 11 % Seizmic Analyzer Stress = 97% Max stress = 97% (level I) Slab & Soil Slab = 5" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress= 2 1 % (S) version 20180507 Max stress= 69% (level I) Anchors Hilti K wik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 2 in. Min. Embed. Pullout Capacity = 1359 lbs. Shear Capacity = 1463 lbs. Anchor stress = 86% e Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLING ENGINBERING EST 1985 TEL.(909)869-0989 1130 E CYPRESS ST COVINA CA 91724 PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux _Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 6 CALCULATED BY: ysun DA TE: 5/8/2018 PROJECT#: 20180221 10 COMPONENTS AND SPECIFICATIONS Configuration 4: Type C-168 M 1.2 Analysis per section 2209 of the 2016 CBC Levels: 3 Panels: 7 I 68" 68" 288" 136" Load per Level 2400 lbs 2400 lbs 2400 lbs ~:_ 1.03 F0 = 1.09 J= I .:>,-0.4 F,,=1.6 SDC =D r; t w\ t WV t~ 24" ~ +-~ 24" v +- 24" ~ +-~ 24• v 1- "", -----168"-----, FRONT VIEW i,--42" --4 SIDE VIEW FRAME BEAM COLUMN 5 x 2.75 -0.063 (SOE) ( ~.LJ/ls = 244 lbs. v.,0,, = 960 lbs. P,,.11c = 3 750 lbs. P,,,,m,, = 41 92 lbs . CONNECTOR 3.0 X 2.72 X 0.4 -0.105 (3 12) Steel = 55000 psi Stress = 77% (level I) Steel = 55 ksi Max Static Cap. = 3062 lb. 4 Tab 3" cc Connector Stress = 27% HORIZONTAL BRACE 1.7953 X 1.378 -0.0625 Stress = 23% (panel I) DIAGONAL BRACE 1.7953 X 1.378 -Q.0625 Stress= 67% (oanel 5) Base Plate Steel = 36000 psi 7.75 in. x 5 in. x 0.375 in. 2 anchors/plate Moment = 6568 in-lb. Stress = 11 % Seizmic Analyzer Stress = 81% Max stress = 81 % (level 1) Slab & Soil Slab = 5" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress= 22% (S) version 20180507 Max stress = 27% (level 1) Anchors Hilti KwikBoltTZ(KB-TZ) ESR-1 917 0.5 in. x 2 in. Min. Embed. Pullout Capacity = 1359 lbs. Shear Capacity = 1463 lbs. Anchor stress = 92% C, Copyright 1991-2016 Seizmlc Inc. All rights reserved MATERIAL HANDLING ENGINEil=RING EST 1~85 TEL (909)869-0989 I 130 E CYPRESS ST COVINA CA 91724 PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 7 CALCULATED BY: ysun DA TE: 5/8/20 18 PROJECT#: 20 180221 10 COMPONENTS AND SPECIFICATIONS Configuration 5: Type D M 1.2 Analysis per section 2209 of the 20 16 CBC Levels: 4 Panels: 6 Load per Level 1600 lbs I 68" 1600 lbs 68" 288" 1600 lbs 68" 1600 lbs 68" I 'J,-96"----+ FRONT VIEW FRAME COLUMN 3.0 X 2.72 X 0.4 -0.Q75 (3 )4) Steel = 55000 psi Stress = 40% (level I) HORIZONTAL BRACE J.7953 X J.378 -0.0625 Stress = 21 % (panel I) DIAGONAL BRACE J. 7953 X J.3 78 -0.0625 Stress= 48% (oanel 3) Base Plate Steel = 36000 psi 7.75 in. x 5 in. x 0.375 in. 2 anchors/plate Moment = 3679 in-lb. Stress = 8% Seizmic Analyzer S = 1.03 F0 = 1.09 I = I I' = 223 lbs. P,,0,,c = 3400 lbs. /,()"~ -S, = 0.4 Fv = 1.6 SOC = D I Tran< -879 lbs. P,,,.m,, = 3429 lbs. t - \ 64" t I 56" t - ~ 52" t / 52" i ~ 24" +-24" 7 -;:I,-- t-42" --{ SIDE VIEW BEAM CONNECTOR 3.66 x 2.75 -0.063 (36E) Steel = 55 ksi Max Static Cap.= 4392 lb. 3 Tab 2" cc Connector (IM) Stress= 35% Stress = 38% Max stress = 38% (level I) Slab & Soil Slab = 5" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 19% (S) version 20180507 Max stress = 35% (level I) Anchors Hilti Kwik Bolt TZ (KB-TZ) ESR-1 917 0.5 in. x 2 in. Min. Embed. Pullout Capacity = 1359 lbs. Shear Capacity = 1463 lbs. Anchor stress = 68% C> Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLING ENGINE(::RING EST 1!MS TEL.(909)869-0989 I 130 E CYPRESS ST COVINA CA 91724 PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 8 CALCULATED BY: ysun DATE: 5/8/2018 PROJECT#: 2018022 1 l 0 COMPONENTS AND SPECIFICATIONS Configuration 6: Type D2 M 1.2 Analysis per section 2209 of the 2016 CBC Levels: 3 Panels: 6 I 68' 288' 100' 100" Load per Level 1600 lbs 1600 lbs 1600 lbs -j.---96" ----'t- FRONTVIEW FRAME COLUMN 3.0 x 2.72 x 0.4 -0.D75 (3 14) Steel = 55000 psi Stress = 4 7% (level l) HORIZONTAL BRACE 1.7953 X 1.378 -0.0625 Stress = 16% (panel I) DIAGONAL BRACE J .7953 X 1.378 -0.0625 Stress= 43% <oanel 3) Base Plate Steel = 36000 psi 7.75 in. x 5 in. x 0.375 in. 2 anchors/plate Moment = 4091 in-lb. Stress= 7% Seizmlc Analyzer S = 1.03 F = 1.09 /= I s'. = 0.4 F: = 1.6 SDC = D r-~-1\ t ~-v t- 52-~ +··~ 52" / i)J-----j 24" ~ +- 24" ~ :r- -j,-42' -{ SIDE VIEW BEAM 3.66 x 2.75 -0.063 (36E) 11.,,,,R ':_ 167 lbs. I r,m , -659 lbs. P,,0,,, = 2550 lbs. P.,,,.,;c = 2803 lbs. CONNECTOR Steel = 55 ksi Max Static Cap. = 4392 lb. 3 Tab 2" cc Connector (IM) Stress = 36% Stress = 38% Max stress = 38% (level I) Slab & Soil Slab = 5" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 15% (S) version 20180507 Max stress = 36% (level I) Anchors Hilti Kwik Bolt TZ (KB-TZ) ESR-1917 0.5 in. x 2 in. Min. Embed. Pullout Capacity = 1359 lbs. Shear Capacity = 1463 lbs. Anchor stress = 63% C Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLING ENGINEERING EST 1~ TEL·(909)869-0989 I 130 E CYPRESS ST COVINA CA 91724 COMPONENTS AND SPECIFICATIONS Analysis per section 2209 of the 2016 CBC Levels: 6 Panels: 6 Load per Level 1600 lbs 100· 288" 1600 lbs 28" .I 1600 lbs r 28" .I 1600 lbs I 28" .I 1600 lbs I 28" .I 1600 lbs I 28" .I 'i,-96" --t FRONT VIEW FRAME COLUMN 3.0 X 2.72 X 0.4 · 0.075 (314) Steel = 55000 psi Stress = 56% (level 6) HORIZONTAL BRACE 1.7953 X J.378 -0.0625 Stress = 32% (panel I) DIAGONAL BRACE 1.7953 X J.378 -0.0625 Stress = 53% (panel 3) Base Plate Steel = 36000 psi 7.75 in. x 5 in. x 0.375 in. 2 anchors/plate Moment = 2177 in-lb. Stress = 9% Seizmic Analyzer PROJECT: San Diego Hat Co FOR: lntcrlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 9 CALCULATED BY: ysun DA TE: 5/8/2018 PROJECT#: 20180221 10 Configuration 7: Type F M 1.2 S = 1.03 F = 1.09 I = I I' = 335 lbs. PSlaliC = 5100 lbs. S, = 0.4 F: = 1.6 SOC = D 11::, = 1318 lbs. P,.1111,,, = 4052 lbs. t I\ 64" t V 56" t ~ 52" t V 52" +-~ 24" +-24" v -:.-t-42" -{ SIDE VIEW BEAM CONNECTOR 3.66 x 2.75 -0.063 (36E) 3 Tab 2" cc Connector (IM) Steel = 55 ksi Max Static Cap. = 4392 lb. Stress = 25% Stress= 38% Max stress = 25% (level I) Max stress= 38% (level I) Slab & Soil Anchors Slab = 5" x 4000 psi Hilt i Kwik Bolt TZ (KB-TZ) ESR-1917 Sub Grade Reaction = 50 pci 0.5 in. x 2 in. Min. Embed. Slab Bending Stress = 25% (S) Pullout Capacity = 1359 lbs. Shear Capacity = 1463 lbs. Anchor stress = 69% version 20180507 C> Copyright 1991-2016 Seizmic Inc. All rights reserved MATERIAL HANDLING ENGINEERING EST. 1985 TEL·(909)869-0989 1130 E CYPRESS ST COVINA CA 91724 PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: IO CALCULATED BY: ysun DA TE: 5/8/2018 PROJECT#: 20180221 I 0 COMPONENTS AND SPECIFICATIONS Configuration 8: type H M 1.2 Analysis per section 2209 of the 20 I 6 CBC Levels: 2 Panels: 6 288" 112" 112" Load per Level 1600 lbs 1600 lbs -j.---96" --'f- FRONTVIEW FRAME COLUMN 3.0 X 2.72 X 0.4 -0,075 (314) Steel = 55000 psi Stress = 36% (level I) HORIZONTAL BRACE J.7953 X 1.378 -0.0625 Stress = I I% (panel I) DIAGONAL BRACE J. 7953 X J.3 78 -0.0625 Stress= 30% (panel 3) Base Plate Steel = 36000 psi 7.75 in. x 5 in. x 0.375 in. 2 anchors/plate Moment = 3052 in-lb. Stress = 5% Seizmlc Analyzer S, = 1.03 F0 = 1.09 I = I S1 = 0.4 F. = 1.6 SDC = D }-42" -'\- SIDE VIEW BEAM 3.66 x 2.75 -0.063 (36E) ~)""'K ':_ 111 lbs. I .. .,.., .. -439 lbs. P,,0,,, = 1700 lbs. P_,..,,m,, = 1748 lbs. CONNECTOR Steel = 55 ksi Max Static Cap. = 4392 lb. 3 Tab 2" cc Connector (IM) Stress = 28% Stress = 38% Max stress= 38% (level I) Slab & Soil Slab = 5" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress = 9% (S) version 20180507 Max stress= 28% (level I) Anchors Hilti KwikBolt TZ (KB-TZ) ESR-1 917 0.5 in. x 2 in. Min. Embed. Pullout Capacity = 1359 lbs. Shear Capacity = 1463 lbs. Anchor stress = 53% Q Copyright 1991-2016 Seizmic Inc. All rights reserved ~c MATERIAL HANDLING ENGINEERING EST. 1985 TEL (909)869-0989 1130 E CYPRESS ST COVINA CA 91724 PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 11 CALCULATED BY: ysun DATE: 5/8/2018 PROJECT#: 20180221 10 COMPONENTS AND SPECIFICATIONS Configuration 9: Type I M 1.2 Analysis per section 2209 of the 2016 CBC Levels: 3 Panels: 6 88" 300" 100· 100· Loaa per Leve, 1600 lbs 1600 lbs 1600 lbs -t--96" -----'I- FRONT VIEW FRAME COLUMN 3.0 X 2.72 X 0.4 -0.Q75 (3 14) Steel = 55000 psi Stress = 4 7% (level I) HORIZONTAL BRACE J.7953 X 1.378 -0.0625 Stress = 16% (panel I) DIAGONAL BRACE J.7953 X 1.378 -0.0625 Stress= 43% (oanel 3) Base Plate Steel = 36000 psi 7.75 in. x 5 in. x 0.375 in. 2 anchors/plate Moment = 4091 in-lb. Stress= 7% Seizmic Analyzer S = 1.03 F0 = 1.09 I = I 1, = 0.4 F. = 1.6 SOC = D t "I\ tv t~ 52" ~ t-~ 52• V 4-,.____.., 24" ~ +-~ 24" / ~ -j.--42" -'I- SIDE VIEW BEAM 3.66 x 2.75 -0.063 (36E) V ,mg= 167 lbs. iJ'.'""' = 659 lbs. P.,0,,c = 2550 lbs. P,.,,.,"';' = 2979 lbs. CONNECTOR Steel = 55 ksi Max Static Cap.= 4392 lb. 3 Tab 2" cc Connector (IM) Stress = 36% Stress= 38% Max stress = 38% (level I) Slab & Soil Slab = 5" x 4000 psi Sub Grade Reaction = 50 pci Slab Bending Stress= 15% (S) version 20180507 Max stress = 36% (level I) Anchors 1-lilti KwikBoltTZ(KB-TZ) ESR-19 17 0.5 in. x 2 in. Min. Embed. Pullout Capacity= 1359 lbs. Shear Capacity = 1463 lbs. Anchor stress= 73% C Copyright 1991-2016 Selzmlc Inc. All rights reserved MATERIAL HANDLING ENGINEERING EST. 1Q85 TEL (909)869-0989 1130 E CYPRESS ST COVINA CA 91724 Loads and Distributions: Type A PROJECT: San Diego Hat Co FOR: lnterlakc-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 12 CALCULATED BY: ysun DA TE: 5/8/2018 PROJECT#: 20180221 10 Determines seismic base shear per Section 2.6 of the RMI & Section 2209. ofthe 2016 CBC # of Levels: 5 SOC: Pallets Wide: 2 Wr1 : Pallets Deep: I WDL: Pallet Load: 800 Fv: Total Frame Load: 8500 lbs S,,,, = 2/3 · S, · F, = 0.75 S = 2/3 ·S ·F = 01 I \ 0.43 W,=0.67·WP1 +WDL = 5860 lbs Seismic Shear per RMI 2012 2.6.3: Longitudinal v1o"l!, =C,·1,,·w . = SD, / (T,_. Ri,) . I,,. w. = 0.43 I ( I .5 · 6) · I · 5860 = 279.98 lbs V..., need not be greater than: = 0.75 I 6 · I · 5860 = 732.5 lbs D 8000 5001bs 1.6 v, .. ,..i IfS, >= 0.6, then V..., shall not be less than: =C ·I ·W I -p I = 0.5 · S, /I\.·'• W, = 0.5 · 0.4 · I · 5860 = 195.33 lbs V..., shall not be less than: Y,,,,., =C,·I,,·W, = Max(0.044 · SDS, 0.5 · S, / R, , 0.03] ·I,.· W, = Max[0.03, 0.03, 0.03] · I · 5860 = 195.33 lbs Since: 279.98 <= 732.5 & 279.98 >= 195.33 & 279.98 >= 195.33 V,.., = 279 lbs RL: R,.: Fa: Tl: 6 4 1.09 1.5 Ss: SI: Ip: v t1111ul V transl EL, 1.03 ~ / Fn EL6 / F5 0.4 V ---- I EL• '" "' El I .. - I-. -J Transverse V ..... need not be greater than: =C ·I ·W • r , = SDS / R, ·I,.. w. / F• -/" / F1 = 0.75 I 4 ·I · 5860 = 1098.75 lbs IfS, >= 0.6, then V ..... shall not be less than: =C·I ·W • p • = 0.5 · s, / R,. · '· w. = 0.5 · 0.4 · I · 5860 = 293 lbs V .... shall not be less than: v .. ,,,, = C,·l,,·W, = Ma:x[0.044 · S,:,s , 0.5 · S, / R,, 0.03] ·I,,· W, = Max(0.03, 0.05, 0.03] · I · 5860 = 293 lbs Since: 1098.75 >= 293 & I 098. 75 >= 293 V..., = 1098 lbs MATERIAL HANDLING ENGIN6~RING EST. 1985 TEL.(909)869-0989 1130 E. CYPRESS ST, COVINA. CA 91724 Loads and Distributions: Type A (Page 2) Level hx wx I 40 1700 2 68 1700 3 136 1700 4 204 1700 5 272 1700 PROJECT: San Diego Hat Co FOR: Interlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 13 CALCULATED BY: ysun W,l"f; f,=V--- LW,H, Longitudinal w,rhx r, 68000 15.5 115600 26.35 231200 52.7 346800 79.05 462400 105.4 DA TE: 5/8/20 18 PROJECT#: 20180221 10 Transverse w, w,J1x r, 1700 68000 61 1700 11 5600 103.7 1700 231200 207.4 1700 346800 311.1 1700 462400 414.8 PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad. CA SHE ET#: 14 MATERIAL HANDLING ENGINEERING EST. 196~ CALCULATED BY: ysun DATE: 5/8/2018 TEL (909)869-0989 I 130 E CYPRESS ST, COVINA, CA 91724 PROJ ECT#: 20180221 I 0 Fundamental Period of Vibration (Longitudinal) Per FEMA 460 Appendix A -Development of An Analytical Model for the Displacement Based Seismic Design of Storage Racks in Their Down Aisle Direction Where: W"' = the weight of the ith pallet supported by the storage rack h"" = the elevation of the center of gravity of the ith pal let with respect to the base of the storage rack g = the acceleration of gravity NL = the number of loaded levels k, = the rotational stiffness of the connector k,~ = the flexural rotational stiffness of the beam-end kb = the rotational stiffness of the base plate k00 = the flexural rotational stiffness of the base upright-end N, = the number of beam-to-upright connections Nb = the number of base plate connections k = 6Elb be L k" = 4EI, H k = El, h H L = the clear span of the beams H = the clear height of the upright 1. = the moment of inertia about the bending axis of each beam I, = the moment of inertia of each base upright E = the Young's modulus of the beams Calculated T = 2.73 Since the calculated Tis greater than 1.5, the more conservative value of 1.5 is used in the calculations (A-7) # of levels 5 min.# of bays 3 N, 60 k, 230 kip-in/rad k,,, 2442 kip-in/rad ks 89 kip-in/rad k" 359 kip-in/rad lb 1.32 in' L 96in I, 0.83 in' H 272 in E 29500 ksi Level hr, w ... I 51 in I kip 2 99in I kip 3 167in I kip 4 235 in I kip 5 304 in I kip MATERIAL HANDLNG ENGINEl;RING PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 15 EST. 1985 CALCULATED BY: ysun DATE: 5/8/2018 TEL:(909)869-0989 1130 E CYPRESS ST COVINA, CA 91724 PROJECT#: 20180221 10 LRFD Basic Load Combinations: Type A 2016 CBC& RMI I ANSI MH 16.1 V ,.,..., = 1,098 lbs V Lo.,,. = 279 lbs P = Product Load I 2 = 4,000 lbs D = Dead Load · 0.5 = 250 lbs M,.,..,, E Tr&.n~ MLon,i ELo"• = rf,.,..0, • h, = 213,988 in-lbs p = M,.,,,,, I frame depth = 5,094 lbs p = rfLo"" · h, = 54,374 in-lbs p = M,008 I frame width = 566 lbs SDS L = Live Load = 0 lbs S = Snow Load = 0 lbs R = Rain Load = 0 lbs Lr = Live Roof Load = 0 lbs W = Wind Load = 0 lbs Basic Load Combinations 1. Dead Load = I .4 D + 1.2 P 2. Gravity Load 3. Snow/Rain 4. Wind Load 5A. Seismic Load = ( 1.4 · 250) + (1.2 · 4,000)= 5,150 lbs = 1.2 D + 1.4 P + 1.6 L + 0.5 (L, or S or R) = ( 1.2 · 250) + (I .4 · 4,000) + ( 1.6 · 0) + (0.5 · O)= 5,900 lbs = 1.2D + 0.85P + (0.5L or 0.5W) + I .6(L, or Sor R) = ( 1.2 · 250) + (0.85 · 4,000) + (0.5 · 0) + ( 1.6 · O)= 3,700 lbs = 1.2D + 0.85P + 0.5L + 1.0W + 0.5(L, or Sor R) = ( 1.2 · 250) + (0.85 · 4,000) + (0.5 · 0) + (1.0 · 0) + (0.5 · O)= 3,700 lbs (Transverse)= (1.2 + 0.2Sns)D + (1.2 + 0.2S0s)PP + 0.5L + pE,..0, + 0.2S = 0.7 = 1. 0 (Uplift combination only) =I =.75 5B. Seismic Load = (1.2 + 0.2· .75)·250 + (1.2 + 0.2 · .75)·0.7·4,000 + 0.5 0 +I · 5,094 + 0.2 ·0= 9,212 lbs (Longitudinal)= (1 .2 + 0.2SDs)D + {1.2 + 0.2SDS)PP + 0.5L + pELong + 0.2S 6. Wind Uplift 7. Seismic Uplift 8. Product/Live/Impact = (1.2 + 0.2 · .75)·250 + (1.2 + 0.2· .75)·0.7-4,000 + 0.5·0 +I · 566 + 0.2 ·0= 4,683 lbs = 0.9D + 0.9P'"'' + I .OW = 0.9 · 250 + 0.9 · 4,000 + 1.0 · 0 = 225 lbs = {0.9 -0.2SDs)D + {0.9 -0.2Sns)PP,,,,, -pE,,..,, = (0.9 -0.2· .75)·250 + (0.9 -0.2 .75)· I 4,000-I ·5,094= -1,907 lbs For a single beam, D = 32 lbs P = 800 lbs I = 100 lbs = 1.2D + I .6L + 0.5(SorR) + I .4P + 1.41 (l.2·32) + (1.6·0) + (0.5 ·0) + (1.4-800) + (I.4· 100) = 1,298 lbs ASD Load Combinations for Slab Analysis I. (I + 0.1 OSS'05)D + 0.75((1.4 + O. I 4S0s)PP + 0.7pE) ={I + 0.105 · .75)·250 + 0.75((1.4 + 0.14 .75)·0.7·4,000 + 0.7 · I · 5,094)= 6,105 lbs 2. ( l + 0.14Sn,)D + (0.85 + O. I 4S05}PP + 0. 7pE = (I + 0.14 · .75) · 250 + (0.85 + 0.14 · .75) · 0.7 ·4,000 + 0.7 · I · 5,094= 6,516 lbs 3. D + P = 250 + 4,000 = 4,250 lbs MATERIAL HANDLING ENGINEERING EST 1985 TEL (909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 Longitudinal Analysis: Type A PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad. CA SHEET#: 16 CALCULATED BY: ysun DATE: 5/8/20 18 PROJECT#: 20180221 10 TI1is analysis is based on the Portal Method, with the point of contra 0exure of the columns assumed at mid-height between beams, except for the lowest portion, where the base plate provides only partial fixity and the contra nexure is assumed to occur closer to the base (or at the base of pinned condition, where the base plate cannot carry moment). M~ ... = ((MUppC< + M,. .... J / 2) + MEnd, V Col= v,_ I# of columns = 140 lbs M,.,,. = 2650 in-lbs Ml.ow"= ((V ool. h,) . MllaK (140 lbs · 38 in.) -2650 in-lbs = 2670 in-lbs Levels h, I 40 2 28 3 68 4 68 5 68 ~ 8 13 26 40 53 ~8------i•'" ;;; }j;;,;; }j)}, ,;; Axial Load Moment 4,250 2,670 3,400 1,852 2,550 4,049 1,700 3,153 850 1,809 FRONT ELEVATION Bean1 End Connector Moment Moment 1,466 3,727 1,466 4,416 1,466 5,067 1,466 3,947 1,466 2,370 MATERIAL HANDLING ENGIN61:RING EST. 1985 TEL.(909)869-0989 1130 E CYPRESS ST. COVINA, CA 91724 COLUMN ANALYSIS: Type A ( Level 3 ) Analyzed per RMI. AISI 2012 0-,RFD} and the 2016 CBC. PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 17 CALCULATED BY: ysun DATE: 5/8/2018 PROJECT#: 20180221 10 Section subj ect to torsional or flexural-torsion buckling (Section C4. I .2) K, · L, I R, = 1.2 · 66 / I. I 03 K, ·L, I R, = l ·24 / 0.945 KUR,,,., r;, =(r;, l + fy2 + X/)'12 = 59,85 = 25.4 = 59.85 = ( 1.103' + 0.945' + -2.3482)'12 = 2.76 in. p = 1 -(Xo/ro)2 = I -(-2.348/2.76)' = 0.277 F,, = n2E I (K.Llr),,,., 2 = 3. 142 · 29500 I 59.852 = 81.273 ksi F,2 =(l I 2f3)((a,._, + a,Y-(4/Ja,,a,))'12) = ( I / (2 · 0.277)((81 .273 + 202.536) -(81 .273 + 202.536)' -(4 · 0.277 · 8 I .273 · 202.536))112)= 61.713 ksi where: a,, =n2E I (K,L, I R,)2 = 3.14'·29500 I 59.852 = 81.273 ksi a, = 1 I Ai;, '(GJ + (n2ECW) I (K,L,)') = l /0.682·2.76'(11300·0.00I + (3.142 ·29500 · l.314)/ (0.8 ·24)2) = 202.536 ksi F, = Min(F;.,, F,2) =61.713 ksi P, = A,n· · F,, A, =(F;_I F,)'12= (55 / 6 1.713)112 = 0.944 Since\< I .5 : F,, = (0.658"(A,')) · F, = 37.876 Thus: P, = 20211 lbs P, = 17179 lbs (Eq. C3. I .2. 1- 7) (Eq C4. I .2-3) (Eq C4.1.1-1) (Eq C4.1.2-l) (Eq C3.l.2-11) (Eq C3. I .2-9) (Eq C4.1-1) (Eq C4. l-4) (Eq C4. l-2) 3.0 X 2. 72 X 0.4 -0.075 SECTION PROPERTIES Depth 2.717 in. Width 3 in. I 0,075 in. Radius 0.14 in. Area 0.682 in.2 AreaNet 0.575 in.' I, 0.829 in.4 s, 0.553 in.3 S :,cN<!t 0.504 in.3 I\ 1.103 in. ,, 0.609 in.' s, 0.364 in.3 I\ 0.945 in. J 0.001 in.' c" 1.314 in.6 J, 2.547 in. x, -2.348 in. K, 1.2 L, 66 in. K, I Lr 24 in. K, 0.8 F ) 55 ksi F" 65 ksi Q 0.9 G 11300ksi E 29500 ksi cm)( 0.85 C, -I Cb I c,, I Phib 0.9 Phi, 0.85 MATERIAL HANDLING ENGIN .(:RING EST 1965 TEL·(909)869-0989 I 130 E CYPRESS ST COVINA CA 91724 COLUMN ANALYSIS: 'fype A ( Level 3 ) Analyzed per RMI. AISI 2012 {LRFD) and the 2016 CBC. Lateral-torsional buckling strength [Resistance] (Section C3.1.2) P,., = P,,.¢, = 24946 lbs Where: P,., = A,F;, = 0.534 · 55 = 29349 lbs M, = M. = S,F, = S.,,.F, F, =Cbr0A(a,,0;)'12 I S,= 436.912 ksi F. = C,Aajj + C,(F + r0 2(a, I a,.))112) I (Cr,S,) = 250.676 ksi F. = (Cbn 2Ed~.)l (S,(K,L,)2= 1511.979ksi F,.,,;. = 250.676 ksi Since: F, >= 2. 78F, F, = (S, I S, i.e. F, = F, = 55 ksi Reduced F,.,fl = 1 -(( 1 -Q) I 2) · (F, I F,)0 · F, = 52.2 ksi M •. , = 26293 in-lbs M., = 18985 in-lbs M.,<Pb = 23663 in-lbs M.,.<Pb = 17086 in-lbs Ps.. = n2EI, l (K,L_,)2= 55436 lbs P,,, = n'EI, I (K,L,)2= 307682 lbs a, =(I -(¢,P I P,.))=0.96 a, =(I -(¢,P I P,,))=0 .993 P,,.., = 9,212 lbs P,.,,,= 4,683 lbs M. = M, = 4049 in-lbs P._,, = (1.2 · D) + (I .4-P) = 3540 lbs M =M . c n,m,n P._,, I P, = 3540 I 17179 = 0.3 Static Stress = 30% Since: P, I P,>= 0.15 Stress 1 = P, I P, + M, I ( ¢.M •. ,) + M, I ( ¢.M.,) = (( 4,683 I 17 I 79) + ( 4049 / 23663) + (I / 17086)) = 44% Stress2 = P, I P,0 + C .. ,M, I (¢.M,,a.) + C .. ,.M, I (¢.M.,a,) PROJECT: San Diego Hat Co FOR: Interlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 18 CALCULATED BY: ysun DA TE: 5/8/20 18 PROJECT#: 20180221 I 0 3.0 X 2.72 X 0.4 · 0.075 (Eq C3.l.2.1-I) (Eq 3.1.2.1-4) (Eq 3.1.2.1-10) (Eq C3.1. l-3) (Eq C5.2.2-6) (Eq C5.2.2-7) (Eq C5.2.2-4) (Eq C5.2.2-5) (Eq C5.2.2-2) (Eq C5.2.2-2) (Eq C5.2.2-1) SECTION PROPERTIES Depth 2.717 in. Width 3 in. t 0.075 in. Radius 0.14 in. Area 0.682 in.2 AreaNet 0.575 in.2 I, 0.829 in.4 S, 0.553 in.1 Sx Net 0.504 in.3 R, 1.103 in. I y 0.609 in.' s y 0.364 in.3 R,. 0.945 in. J 0.001 in.' C " 1.314 in.6 J ' 2.547 in. x. -2.348 in. K,. 1.2 L, 66 in. K, I L,. 24 in. K, 08 F )' 5S ksi F. 65 ksi Q 0.9 G 11300 ksi E 29500 ksi cn,s 0.85 C, -I Ch I C,r I = (4,683 / 24946) + (0.85 · 4049 / 23663 · 0.96)) + (0.85 · I / 17086 · 0.993))) = 33% Stress3 P, I P 00 = 9,212 / 24946 =36% Phi• Phi, 0.9 0.85 Column Stress = Max(Stress I, Stress2, Stress3, Static)= 44% MATERIAL HANDLING ENGIN6ERING EST. 1985 TEL.(909)869-0989 I 130 E CYPRESS ST COVINA CA 91724 BEAM ANALYSIS Type A Determine allowable bending moment per AISI Check compression flange for local buckling (82.1) PROJECT: San Diego Hat Co FOR: Jnterlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 19 CALCULATED BY: ysun DA TE: 51812018 PROJECT#: 20 I 8022 1 I 0 Effective width w = C -21 -2r = 1.5 -(2 · 0.063) -(2 · 0.09) = 1.19 in. wit = I.I 94 1 0.063 = 18.95 ,,.v __ B --,..r'✓ A = (1.0521 k112) • (w/t) · (f~.I £)112 = (1.052 12) · 18.952 · (55 129500)112 = 0.43 A.<= 0.673: Flange is fully effective. Check web for local buckling (B2.3) ./;(comp)= FY·(y3 l y2) = 55* 1.81 1 1.96 = 50.72 ksi !;(tension) = ~. · (y1 I y2) = 55 * 1.54 I 1.96 = 43.21 ksi '11 = -(Iii/) = -(43.21 I 50.72) = -0.85 Buckling coefficient k = 4 + 2 · (I -'11)3 + 2 · (I -'11) = 4 + 2( I --0.85)3 + 2( I --0.85) = 20.41 Flat Depth w = y I + y3 = 1.54 + 1.81 = 3.354 wit = 3.35410.063 = 53.24 wit < 200: OK A = (1.052 I k112) ·(wit)· (t; I £)112 = (1.05212) · 53.238 · (50.72 129500)112 = 0.51 b I = w · (3 -'11) = 3 · (3 --0. 85) = 12.92 b2 = wl2 = 1.68 bl + b2 = 12.92 + 12.92 = 14.6 Web is fully effective Determine effect of cold working on steel yield point (FY A) per section A 7.2 Corner cross-sectional area Le = (TT I 2) · (r + t I 2) = (TT I 2) · (0.09 + 0.063 I 2) = 0.191 L1 = effective width = J.J94 C = 2·Lc/Lf+2·Lc = 2·0.19l l l.194+2·L. = 0.2422 m = 0.192 · (F,, I F)-0.068 = 0.192 · (65 I 55)-0.068 = 0.1589 BC = 3.69 · (F,, I F)-0.819 · (F,, I F/-1.79 = 3.69·(65155)-0.819·(65155)2 -t.79 = 1.43 Fu/Fy = 65 I 55 = I < 1.2 rlt = 0.09 I 0.063 = 1.429 <= 7= OK FJ~ = Bc · F;. I (r I f)"' = 1.43 · 55 I ( 1.429)"' = 74 F_m-top = C ·Fye + (I -C) · r;, = 0.242 · 74 + (I -0.242) · 55 = 60 r~, .. -bottom = r; ... ,op · )'cg I (A -Y.K) = 60 · 1.7 I (3.66 -1.7) = 51 -~C-{ I' A ' [ _ _J 3.66 X 2. 75 -0.063 Top flange width C = 1.5 in. Bottom width B = 2.75 in. Web depth A = 3.66 in. Beam thickness t = 0.063 in. Radius r = 0.09 in. Fy = 55 Fu = 65 Y I = 1.54 Y2 = 1.96 Y3 = 1.81 Ycg = 1.7 Ix= 1.32 Sx = 0.67 E= 29500 FBeam F = 230 Beam Length L = 96 MATERIAL HANDLING ENGINEERING EST. 1965 TEL.(909)869-0989 I 130 E CYPRESS ST COVINA CA 91724 BEAM ANALYSIS Type A Check Allowable Tension Stress for Bottom Flange PROJECT: San Diego I lat Co FOR: lnterlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad. CA SHEET#: 20 CALCULATED BY: ysun DA TE: 5/8/2018 PROJECT#: 20180221 10 l floni;,-bOI = B -(2 · r) -(2 · I) = 2.75 -(2 · 0.09) -(2 · 0.063) = 2.44 / B--,..,,,1, c booom = 2 ·l )(Lµ.,,K,-bul +2·L) = 2·0.19 1/(2.44 +2·0.191) = 0.135 Fy-«JI/Om = cbol/om · F )'C + (I -Cbot,om) · F)' = 0.135 · 74 + (I -0.135) · 55 = 57.59 F )'O = F )O•IOp = 59.64 ksi ' ,~c-t ' [ A "<::r:=:z:::r.'_j_ Determine Allowable Capacity For Beam Pair (Per Section 5.2 of the RMI, PT II) Check Bending Capacity M,,,"" = (j> • M. = W · L · Q · Rm I 8 Q = LR.FD load Factor = (1.2 · DL + 1.4 ·Pl+ 1.4 · 0.125 · Pl)/ Pl For DL = 2% of Pl: Q = 1.2 · 0.02 + 1.4 + I .4 · 0. I 25 = 1.6 Rm = I -((2 · F · L) I (6 · E · I,+ 3 · F · l)) = I -((2 · 230 · 96) / (6 · 29500 · 1.32 + 3 · 230 · 96)) = 0.85 (j> • M. = <P · F!'" · S, = 38.22 in-kip W = <P · M. · 8 · (# ofBeams) / (L · Rm · Q) = (38.22 · 8 · 2) / (96 · 0.85 · 1.6) = 4670 lbs/pair Check Deflection Capacity t!i. = t!i. · R max n d t!i.,,,,,, = l/ 180 R,1 = l -(4·F·l)/(5·F·l + 10·£·/,) = I -(4 · 230 · 96) / (5 · 230 · 96 + IO· 29500 · 1.32) = 0.82 t!i.,, = (5 · W· L3)/(384 · E· I,) L I 180 = (5 · W · l 3 • R) I (384 · E · I, · (# of Beams)) W = (3 84 · E · I, · 2) I ( 180 · 5 · L2 · R) = (384 · 29500 · 1.32 · 2) I ( 180 · 5 · 962 • 0.82) · I 000 = 4392 lbs/pair ' ' 3.66 X 2. 75 · 0.063 Top flange width C = 1.5 in. Bollom w idth B = 2.75 in. Web depth A = 3.66 in. Beam thickness t = 0.063 in. Radius r = 0.09 in. Fy= 55 Fu = 65 YI = 1.54 Y2 = 1.96 Y3 = 1.81 Ycg = I. 7 Ix = 1.32 Sx = 0.67 E = 29500 FBcarn F = 230 Beam Length L = 96 ~c MATERIAL HANDLING ENGIN6ERING EST.1~5 TEL.(909)869-0989 I 130 E CYPRESS ST, COVINA. CA 91724 PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 21 CALCU LATED BY: ysun DATE: 5/8/2018 PROJECT#: 20180221 10 Allowable and Actual Bending Moment at Each Level Ma/low.sflll/C = wallow.~·taf/c . f2 I 8 Level Ms,au, Ma/Jow.~wfic M st?lsm1e; M a/Jow,Je1sm1c Result I 10.176 26.352 1,864 26,352 Pass 2 10,176 26,352 2,208 26,352 Pass 3 10,176 26,352 2.534 26.352 Pass 4 10,176 26,352 1,974 26,352 Pass 5 10,176 26,352 1,185 26,352 Pass MATERIAL HANDLING ENGINE~RING EST. 1985 ' TEL.(909)869-0989 1130 E. CYPRESS ST, COVINA, CA 91724 Beam to Column Analysis: Type A 1. Shear Strength ofTab Height of the Tab h = 0.6 in. Thickness of the Tab t, = 0.135 in. F, = 55000 psi C,= LO Y .. = 0.6 · F, ·A"· CV= 2673 lbs P'"'" = <j>·V. = 0.9·2673 = 2405 lbs 2. Bearing Strength of Tab Thickness of the column t, = 0.08 in. A,,.,= h · t, = 0.05 in. R .. = 1.8 · F, ·A,,..= 4455 lbs P ,k,ring = <I>' R.. = 0.75 ·4455 = 3341 lbs 3 Moment Strength ofBracket Edge Dist. = 1 in. T c,,p = 0.179 in. Sc,,,,= 0.127 in.' A1SCG2-1 AlSl J7 -I PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 22 CALCULATED BY: ysun DA TE: 5/8/2018 PROJECT#: 20 180221 10 M. = S, · F, = 6985 in-lbs AISI C3.1.I -1 MS,re>tt>th = <PM,= 0.9 · M. = 0.9 · S Chp · F, = 6286.5 in-lbs C = 1.67 d = Edge Dist. I 2 = 0.5 in. Ms.,..,tl, = c . d . p ctir P c1ip = M,.,,.,h I ( c · d) = 7542 lbs Minimum Value of Pl Governs P, = Min(Psi.,,,, P13e.,..,, Pc,;r) = 2405 lbs Mco,n-Allo" = (P, · 4.5) + (P, · (2.5 / 4.5) · 2.5) + (P, · (0.5 / 4.5) · 0.5) = 14296.39 in-lbs MATERIAL HANDLING ENGINEERING EST HJ85 TEL·(909)869-0989 1130 E CYPRESS ST, COVINA, CA 91724 BRACE ANALYSIS Type A (Panel 3) Analyzed per RMI. AISI 2012 (LRfD) and the 2016 CBC. PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 23 CALCU LATED BY: ysun DA TE: 5/8/2018 PROJECT#: 20180221 10 Section subject to torsional or fl exural-torsion buckling (Section C4.1.2) K,,·L,I R, =1·59 /0.736 ~ · L, IR,. = I · 59 / 0.448 KLIR,,.., = 80.15 = 131.64 = 131.64 = (0. 7362 + 0.4481 + -0.9952)112 = 1.317 in. ~ = 1 -(Xolro)1 = I -(-0.995/1.317}2 = 0.428 F,, = n1E I (KUr)...,, 1 = 3.141 · 29500 I 13 1.642 = 16.802 ksi F,1 =(l I 2{3)((a" + a,)1 -(4{3a"a,))'12) ={I / (2 ·0.428)((45.32 + 12.379)-(45.32 + 12.379)2 -(4·0.428·45.32· 12.379))112)= 10.55ksi where: a,.., =n1E I (K,,L, I R,)1 = 3. 142 · 29500 / 80.152 = 45.32 ksi a, = 1 I Ar,,1(01 + (n1ECJ I (K.L.)') = I /0.257· 1.3172(11 300·0 + (3.142 · 29500 · 0.025) I (0.8 · 59)2) = 12.379 ksi F, = Min(F,,, F,,) =10.55 ksi 11., = (F, I F,)'12 = (36 I I 0.55)112 = 1.847 Since \>= 1.5: F. = (0.877 I 11./) ·FY= 9.252 Thus: P. = 2374 lbs P, = 2018 lbs (Eq. C3.l.2.l- 7) (Eq C4. I .2-3) (Eq C4.1.l-1) (Eq C4.1.2-I) (Eq C3.1.2-1 I) (Eq C3.1.2-9) (Eq C4.J-I) (EqC4.1-4) (Eq C4.1-3) I. 7953 X 1.378 -0.0625 SECTION PROPERTIES Depth 1.795 in. Width 1.378 in. t 0.06 in. Radius 0.118 in. Area 0.257 in.2 AreaNet 0.257 in.2 I, 0.139in.' s, 0.156 in.3 s, Ne! 0.156 in.1 ~ 0.736 in. I> 0.052 in.' s> 0.056 in.1 1\ 0.448 in. J o· • m. c,. 0.025 in.6 J, 1.337 in. x. -0.995 in. K, I L, S9 in. K, I L, 59 in. K. 0.8 F ) 36 ksi F. 42 ksi Q I G 11300ksi E 29S00 ksi cmx 0.85 c, -I c. I C,r I Phih 0.9 Phi, 0.85 MATERIAL HANDLING ENGINEl;RING EST. 1985 TEL:(909)869-0989 I 130 E CYPRESS ST, COVINA CA 91724 BRACE ANALYSIS Type A (Panel 3) Analyzed per RMI AISI 2012 /LRFD) and the 2016 CBC. Lateral-torsional buckling strength [Resistance] (Section C3. I .2) P~ = P00qi, = 7851 lbs Where: P,., =Al;.= 0.257 · 36 = 9237 lbs M,, = M,, = S,F; = S,,,.F,, F,, =C • .r;,A(a,,a,)'12 I Sr= 51.262 ksi F; = C,Aa,.(j + C,(j2 +r0 1(a, I a,,))'12) I (Cr,-Sr) = 12.416 ksi F,, = (C.n1Ed~,) I (S/f\,L,)1 = 49.54 ksi F'"''" = 12.416 ksi Since: F,, <= 0.56F, F, = F, = 12.416 ksi Reduced F,,,crr = 1 -(( 1 -Q) I 2) · (F, I F,)Q · F,, = 12.4 ksi M._, = 1935 in-lbs M,,, = 691 in-lbs M.,qi. = 1742 in-lbs M,,,qi.= 622 in-lbs PE., = n'EI, I (K,L.)2= 11626 lbs P0r = n2 El, I (K,L,)2 = 4307 lbs Max P, = 2374 lbs V,,rms = 709 lbs M =M C Jl,Jlltn Lm,, = ((L -6)2 + (D -28)2)112 = 59.21 in. VD,.tg = (Vrnn, · Lo;.,) I D = 1149 lbs Brace Stress = V0,.8 I P, = 48% PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 24 CALCULATED BY: ysun DATE: 5/8/2018 PROJECT#: 20180221 10 1.7953 X J.378 -0.0625 (Eq C3.l.2.l-1) (Eq 3.1.2.1-4) (Eq 3.1.2.1-10) (Eq C3. l.2. 1-3) (Eq C5.2.2-6) (Eq C5.2.2-7) SECTION PROPERTIES Depth 1.795 in. Width l.378 in. l 0.06 in. Radius 0.118 in. Area 0.257 in.2 AreaNet 0.257 in.2 l, 0.139 in.' s, 0.156 in.3 SK Net 0.156 in.' R., 0.736 in. 1, 0.052 in.' s, 0.056 in.3 '\, 0.448 in. J o· ' m. c" 0.025 in.6 J, 1.337 in. x. -0.995 in. K, I L, 59 in. K, I L, 59 in. K, 0.8 F, 36ksi F. 42 ksi Q I G l l300ksi E 29500 ksi Cm.__ 0.85 C, -l Cb l c,r I Phib 0.9 Phi, 0.85 MATERIAL HANDLIN{S ENGINEERING EST. 191l5 TEL:(909)869-0989 1130 E CYPRESS ST, COVINA, CA 91724 PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 25 CALCULATED BY: ysun DA TE: 5/8/2018 PROJECT#: 20180221 10 POST-INSTALLED ANCHOR ANALYSIS PER ACI 318-14, CHAPTER 17 Configuration I Type A Assumed cracked concrete application Anchor Type ICC Report Number Slab Thickness (h0) Min. Slab Thickness (h,,,,,,) Concrete Strength if,) Diameter (d.) Nominal Embedment (h110.,) Effective Embedment (h,} Number of Anchors (n) e'N e'V From ICC ESR Repo11 A,. Cac Np.er Tension Capacity= 1812 lbs Shear Capacity = 1951 lbs 1/2" dia, 2" hef, 4" min slab ESR-1 917 = 5.000 in. = 4 in. = 4000 in. = 0.5 in. = 2.5 in. = 2 in. =2 =O =O =0.101 sq.in. = 106000 psi = 2.75 in. = 2.75 in. = 5.5 in. =NIA 0.75 0.75 C = 12 al C = 12 a2 S1 = 5 in. s} = 0 in. Adj. Strength 1359 lbs 1463 lbs 1.5 · h,1 = 3 in. useC01_adi = 3 in. useC02_00 = 3 in. 3·h = 6 in. •I Use SI.adj = 5 in. useS2_adj = 0 in. PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 26 MATERIAL HANDLING ENGINEERING EST. 1~6.5 CALCULATED BY: ysun DATE: 51812018 TEL (909)869-0989 1130 E CYPRESS ST, COVINA. CA 91724 PROJECT#: 2018022 1 I 0 ANCHOR ANALYSIS -TENSION STRENGTH Configuration 1 Type A Steel Strength <I> = 0.75 <PN,0 = <PnA,/..,0 = 0.75 · 2 · 0.101 · 106000 = 16,059 lbs Concrete Breakout Strength <PNcbg <I>= 0.65 A Ne = (Co,.a<IJ + sl,adj + I.Sh,). (Ca2.adJ + s2.adJ + l.5h,) = 66.0 sq.in . ANco = 9h,/ = 36.0 sq.in. Check if ANco > A Ne 't' = I ec.N '+',d.N = I '+'c,N= I k = 17 C A0 = I Nb = kc,1,0(fc)05(h,/ 5 = 3,041 lbs '+',p.N = I <PNcbg = <P(A Ne I A N,.)('+',._N)('t' ed.N)('t' c,N)('t' cpN)(Nb) 0.65 · (66.0 I 36.0) · I · l · I · I · 304 1 = 3,624 lbs Pullout Strength q,N1., <I>= 0.65 't' = I cp <PN,,,, = NIA Steel Strength ( <PN,0) = 16,059 lbs Embedment Strength -Concrete Breakout Strength (<l>Ncbn) = 3,624 lbs Embedment Strength -Pullout Strength (<!>NP") = NIA 17.4.1 17.3.3. a i 17.4.1.2 17.4.2 17.3.3 b i 17.4.2.4 17.4.2.5 17.4.2.6 17.4.2.2 17.4.2.2 d 17.4.2.7 17.4.2.1 17.4.3 17.4.2 17.4.3.6 17.4.3.1 I .,.,,,ftir..i· ~c MATERIAL HANDLING ENGIN61;,:RING EST 1085 TEL·(909)869-0989 I 130 E CYPRESS ST, COVINA. CA 91724 ANCHOR ANALYSIS -SHEAR STRENGTH Steel Strength <W,a Vm = 5495 1 Anchor --per report <f> = 0.65 <W,a = qm · v,a = 0.65 · 2 · 5495 = 7,144 lbs Concrete Breakout Strength <f>Vcbg <f> = 0.7 A Ve = ( I .5C01 + S1_odJ + I .5C01)h0 = 205 sq.in. A Vea = 3C"1h" = 180 sq.in. Check if Avco > A vc 4',c.v = I \Jl,dV = 0.9 4' = I c.V \fl h.V = 1.897 d0 = 0.5 in. I, = 0.5 in. ,l = I . A Ve I A Vea = 1.139 PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad. CA SHEET#: 27 CALCULAT ED BY: ysun DATE: 5/8/2018 PROJECT#: 20180221 10 Configuration 1 Type A 17.5.1 17.3.3. Condition a ii I 7.5. l.2a 17.5.2 17.3.3 Condition bi 17.5.2.5 17.5.2.6 17.5.2.7 17.5.2.8 17.5.2.2 17.2.6 The smaller of 7(/, / d0)0,(d0)0 5 .lJJ,)° 5 col 1 5 and 9-l.(l,)° 5 col 1 5 = 14,948 lbs <f>Vcbg = <f>(Avc I Avco)(4',,y)(l.f',dv)(4',_v)(\Jlh.v)(Vb) 17.5.2.2 a. 17.5.2.2 b 17.5.2.1 0.7 · (205 / 180) · I · 0.9 · I · 1.897 · 14.948 = 20,350 lbs Pryout Strength <f>V ~ <f> = 0.7 K = I cp N,bg = 5,575 lbs <f>l'cpg = <f>Kq,N,.0g = 0.7 · I · 5575 = 3,902 lbs Steel Strength (<f>V,.) = 7,144 lbs Embedmcnt Strength -Concrete Breakout Strength (<f>V,bx) = 20,350 lbs Embedment Strength -Pryout Strength (<f>l'cpg) = 3,902 lbs 17.5.3 17.3.3 Condition b 17.5.3.1 PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 28 MATERIAL HANDLING ENGINEERING EST tg85 CALCULATED BY: ysun DATE: 5/8/20 18 TEL (909)869-0989 1130 E CYPRESS ST, COVINA, CA 91724 PROJECT#: 201 80221 10 OVERTURNING ANALYSIS Type A Per RMI Sec 2.6.9 and ASCE7-10. Sec 15.5.3.6. Weight of rack w/ every level loaded 67% capacity. & Top Loaded only EVERY LEVEL LOADED TO 67% CAPACITY. FULLY LOA DED w,,, = 80001bs. Wd1 = 500lbs. Wp1 · 67% = 8000 · 0.67 = 5360lbs. VTmm = (2/3 · 1.09 · 1.03 · I · ((0.67 · 5360) + 500)) / 4 = 7671bs. Per RMI 2012 2.6.9 M,,,,, = V7-,0,,, • Ht = 767 · 225 = 172575 in-lbs M" = :E(Wp1 + W,11)·d / 2 = (5360 + 500) · 42 / 2 = 123060 in-lbs Pup1ifi = I ·(Mov,-Mst)/d = (l72,575-123,060)/42 = 1,1781bs PMaxDown = I ·(Mm.,+M,,)/d = (172,575 + 123.060)/42 = 7038 1bs TOP SHELF LOADED Shear = 393 lbs M,,.,, = V,0,, • Ht = 393 · (272 + ((68 -I 0) / 2)) = 118293 in-lbs M,, = L(Wp1+ Wd1)·d=(l600 +500)·42 = 44100 in-lbs P,,p1ifl = I · (Mov, -M,,) Id = ( 11 8.293 -44, I 00) / 42 = 1,766 lbs ANCHORS No. of Anchors : 2 Pull Out Capacity per Anchor : 1359 lbs Shear Capacity per Anchor : 1463 lbs COMBINED STRESS Fully Loaded Top Shelf Loaded Seismic Uplift Critical (LC#78) = ((1178 /2)/ 1359)+((767 /4))/ 1463) = (( 1766 / 2) / 1359) + ((393 / 4 )) / 1463) = ((1907 /2)/1359) /I w = 0.56 = 0.72 = 0.7 MATERIAL HANDLIN(~ ENGINEERING EST 1985 TEL (909)869-0989 I 130 E CYPRESS ST. COVINA. CA 91724 BASE PLATE ANALYSIS Type A PROJECT: San Diego Hat Co FOR: lnterlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 29 CALCULATED BY: ysun DATE: 5/8/2018 PROJECT#: 20 180221 10 The base plate will be analyzed with the rectangular stress resulting from the vertical load P, combined with the triangular stresses resulting from the moment Mb (if any). Three criteria are using in determining Mb: I. Moment capacity of the base plate 2. Moment capacity of the anchor bolts 3. Vcol * h/2 (full fixity) Mb is the smallest value obtained from these three criteria. FY = 36000 psi Pco1 = 4250 lbs M&,,, = 2650.5 in-lbs PIA = Pco1 I (D · 8) = 4250 lbs / (7.75 · 5) = 109.68 1>si f,, = M11a,, I (D · B2 I 6) = 2650.5 / (5 · 7.752 I 6) = 52.95 psi f,,2 = f,, · (2 · b, I B) = 52.95 · (2 · 2.38 / 7.75) = 32.46 psi J,,, = f,, -f,,2 = 52.95 -32.46 psi = 20.5 psi Mb = wb,2 I 2 = (b,2 I 2) ·if.+ f,,1 + 0.67 ·J;,i) = (2.382 / 2) · (109.68 + 20.5 + 0.67 · 32.46) = 428.16 in-lbs S&n, = (B · 12) / 6 = 0.18 sq.in. F 11a,, = 0.75 · F1, = 27000 psi f,, I Fb = Mb I (SHas, · F &,,.) = 428.16 / (0.18 · 27000) = 0.09 t b1-t--:---t-b1t 111111 I lilHI Plate width B 7.75 in. Plate depth D 5 in. Plate thickness t 0.375 in. Column width b 3 in. bl 2.375in. , PROJECT: San Diego Hat Co FOR: Interlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad, CA SHEET#: 30 MATERIAL HANDLING ENGINEERING EST 198> CALCULATED BY: ysun TEL·(909)869-0989 I 130 E CYPRESS ST, COVINA. CA 91724 Equation for Maximum Considered Earthquake Base Rotation Per RM I 2012 Commentary 2.6.4 DA TE: 5/8/20 18 PROJECT#: 20 180221 I 0 a, -the first iteration of the second order amplification term computed using W.,. from section 2.6.4 of the Commentary Where: W.,. = the weight of the ith pal let supported by the storage rack h,,. = the elevation of the center of gravity of the ith pallet with respect to the base of the storage rack NL = the number ofloaded levels k, = the rotational stiffness of the connector k.,. = the flexural rotational stiffness of the beam-end k0 = the rotational stiffness of the base plate k.., = the flexural rotational sti ffness of the base upright-end N, = the number of beam-to-upright connections N. = the number of base plate connections 6Elb 4EI, El, k.,.= --k.,.= --k,= -- L H H L = the clear span of the beams H = the clear height of the upright lb = the moment of inertia about the bending axis of each beam I, = the moment of inertia of each base upright E = the Young's modulus of the beams a,= 0.52 Per RMI 2012 7.1.3 Per RMI 2012 2.6.6, Cd= the deflection amplification factor per section 2.6.6 Mb= the base moment from analysis 0.= 0.62 in unbraced di rection, seismic separation for rack structure is 0.05 h.,..,. Therefore tan0.,.,=0.5 0..,, =2.862 rad >0• ok Maximum moment in base plate # of levels 5 min.# of bays 3 N, 60 Nb 8 k, 230 kip-in/rad k"' 2442 kip-in/rad k• 89 kip-in/rad k .. 359 kip-in/rad 1. 1.32 in' L 96in I, 0.83 in' H 272 in E 29500 ksi Level h.,. w " I 51 in I kip 2 99 in I kip 3 167in I kip 4 235 in I kip 5 304in I kip M,,w,= if one anchor, then 0 O R(# of anchors / 2) • anchor pull out capacity• spacing of anchor(Sx) M.,.,,=6,795 kip-in >= M. OK PROJECT: San Diego Hat Co FOR: Interlake-Mecalux_Jon ADDRESS: 2875 Whiptail Loop Carlsbad. CA SHEET#: 3 1 MATERIAL HANDLING ENGINEERING EST tffl CALCULAT ED BY: ysun DA TE: 5/8/2018 TEl.;(909)869-0989 1130 E CYPRESS ST, COVINA, CA 91724 PROJECT#: 20180221 10 Type A SLAB AND SOIL ANALYSIS (LRFD) P ,_ = Seismic_Load (see Basic Load Combinations)= 9212 lbs 1,· = 7.5 • ~ )112 = 474 psi d,req'd = (Pmax/(¢,· l.72·((k,·r1 /e)· 104 +3.6)·/,))112 = 2.161 in. b = (ec·d.req'd3 !(12·(1-µ2)·k,))114 = 15.779in. b, req'd = 1.5 · b = 24 in. I\ = 1.72[(k, · r1 I ec) · 104 + 3.6) ·J,' · 12 = 1.721(50 · 3.11 / 3604996) · I 04 + 3.6) · 474 · (5)2 = 82233 lbs P0 = ¢, · P0 = 0.6 · 82233 = 49340 lbs P.,.xf P. = 0.19 SLAB AND SOIL ANALYSIS (ASD) P mox = MAX(ASD Load Combo I, ASD Load Combo 2, ASD Load Combo 3) = 6516 lbs 1,· = 7.5 · ifc )112 = 474 psi P,, = l.72[(k, · r1 I e) · 104 + 3.6] ·I,'· 12 = 1.72((50 · 3.11 / 3604996) · 104 + 3.6] · 474 · (5)2 = 82233 lbs d.req'd = (P maxi (¢,· 1.72 · ((k, · r1 I ec) · 104 + 3.6) ·f,))112 = 2.161 in. b = (ec · d, req'd3 I ( 12 · ( I -µ2) • k,))114 = 15.779 in. b, req'd = 1.5 · b = 24 in. P0 = P" I Q = 82233 / 3 = 27411.04 P mox/ P0 = 0.24 Base Plate Width B Depth W Frame Frame depth d Concrete Thickness t Jc ¢, Q A. ks r I ec Soil !soil • 7.75 in. 5 in. 42 in. 5 in. 4000 psi 0.6 3 I 50 3.11 3604996 I 000 psf SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY RECORD ID # __________________ 1 PLAN CHECK# __________________ , BP DATE Applicant E-mail l c,, A b @c R£S . cou_,, The following questions represent the facility's activities, NOT the specific project description. l.n, PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: not re uired for ro ects wlllf~ Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the ite applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 2. Compressed Gases 6. Oxidizers 1 o. Cryogenics 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISION (HMO): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 110, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 0 CalARP Exempt I 1. 2. 3. 4. 5. 6. 7. 8. YES NO B I D ti! D D D D D ~ I (for new construction or remodeling projects) Is your business listed on the reverse side of this form? (check all that apply). Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? Will your business store or handle carcinogens/reproductive toxins in any quantity? Will your business use an existing or install an underground storage tank? Will your business store or handle Regulated Substances (CalARP)? Will your business use or install a Hazardous Waste Tank System (TIiie 22, Article 10)? Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or realer than 1.320 allons? California's Above round Petroleum Stora e Act . Date Initials 0 CalARP Required I Date Initials 0 CalARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT {APCD): Any YES• answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 apcdcomp@sdcounty.ca.qov (858) 586-2650). [°No stamp required if Q1 Yes and Q3 Yes and Q4-Q6 No). The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except -those with more than one building• on the property: single buildings with more than four dwelling units; townhomes; condos: mixed-commercial use: deliberate burns: residences forming part of a larger project. ['Excludes garages & small outbuildings.] 1. 2. 3. YES NO § ! 4. D 5. 6. D D Will the project disturb 160 square feet or more of existing building materials? Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdapcd.org/info/facts/permits.pdO for typical equipment requiring an APCD permit. (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school bounda Name of Owner or Authorized Agent FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: _______________________________ _ BY: _________________________ _ DATE:--~/ --~/ __ EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO• APCD COUNTY-HMO APCD COUNTY-HMO APCD . . •A stamp in this box only exempts businesses from complellng or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply . HM-9171 (08/15) County of San Diego -DEH -Hazardous Materials Division LIST OF BUSINESSES WHICH REQUIRE REVIEW AND APPROVAL FROM THE COUNTY OF SAN DIEGO DEPARTMENT OF ENVIRONMENTAL HEALTH-HAZARDOUS MATERIALS DIVISION Check all that apply: AUTOMOTIVE D Battery Manufacturing/Recycling D Boat Yard D Car Wash D Dealership Maintenance/Painting D Machine Shop D Painting D Radiator Shop D Rental Yard Equipment D Repair/Preventive Maintenance D Spray Booth D Transportation Services D Wrecking/Recycling CHEMICAL HANDLING D Agricultural supplier/distributor D Chemical Manufacturer D Chemical Supplier/Distributor D Coatings/Adhesive D Compressed Gas Supplier/Distributor D Dry Cleaning D Fiberglass/Resin Application D Gas Station D Industrial Laundry D Laboratory D Laboratory Supplier/Distributor • Oil and Fuel Bulk Supply D Pesticide Operator/Distributor CHEMICAL HANDLING D Photographic Processing D Pool Supplies/Maintenance D Printing/Blue Printing D Road Coatings D Swimming Pool D Toxic Gas Handler D Toxic Gas Manufacturer METAL WORKING D Anodizing D Chemical Milling/Etching D Finish-Coating/Painting D Flame Spraying D Foundry D Machine Shop-Drilling/Lathes/Mills D Metal Plating D Metal Prepping/Chemical Coating D Precious Metal Recovery D Sand Blasting/Grinding D Steel Fabricator D Wrought Iron Manufacturing AEROSPACE D Aerospace Industry D Aircraft Maintenance D Aircraft Manufacturing OTHERS AND MISCELLANEOUS 0 Asphalt Plant D Biotechnology/Research D Chiropractic Office D Co-Generation Plant D Dental Clinic/Office D Dialysis Center D Emergency Generator D Frozen Food Processing Facility D Hazardous Waste Hauler D Hospital/Convalescent Home D Laboratory/Biological Lab D Medical Clinic/Office D Nitrous Oxide (NO,) Control System D Pharmaceuticals 0 Public Utility D Refrigeration System D Rock Quarry D Ship Repair/Construction D Telecommunications Cell Site D Veterinary Clinic/Hospital D Wood/Furniture Manufacturing/Refinishing ELECTRONICS D Electronic Assembly/Sub-Assembly D Electronic Components Manufacturing D Printed Circuit Board Manufacturing NOTE: THE ABOVE LIST INCLUDES BUSINESSES, WHICH TYPICALLY USE, STORE, HANDLE, AND DISPOSE OF HAZARDOUS SUBSTANCES. ANY BUSINESS NOT INCLUDED ON THIS LIST, WHICH HANDLES, USES OR DISPOSES OF HAZARDOUS SUBSTANCES MAY STILL REQUIRE HAZARDOUS MATERIALS DIVISION (HMO) REVIEW OF BUSINESS PLANS. FOR MORE INFORMATION CALL (858) 505-6880. LIST OF AIR POLLUTION CONTROL DISTRICT PERMIT CATEGORIES Businesses, which include any of the following operations or equipment, will require clearance from the Air Pollution Control District. CHEMICAL 47 -Organic Gas Sterilizers 32 -Acid Chemical Milling 33 -Can & Coil Manufacturing 44 -Evaporators, Dryers & Stills Processing Organic Materials 24 -Dry Chemical Mixing & Detergent Spray Towers 35 -Bulk Dry Chemicals Storage 55 -Chrome Electroplating Tanks COATINGS & ORGANIC SOLVENTS 27 -Coating & Painting 37 -Plasma Arc & Ceramic Deposition Spray Booths 38 -Paint, Stain & Ink Mfg 27 -Printing 27 -Polyester Resin/Fiberglass Operations METALS 18 -Metal Melting Devices 19 -Oil Quenching & Salt Baths 32 -Hot Dip Galvanizing 39 -Precious Metals Refining ORGANIC COMPOUND MARKETING (GASOLINE, ETC) 25 -Gasoline & Alcohol Bulk Plants & Terminals 25 -Intermediate Refuelers 26 -Gasoline & Alcohol Fuel Dispensing COMBUSTION 34 -Piston Internal -Combustion Engines 13 -Boilers & Heaters (1 million BTU/hr or larger) 14 -Incinerators & Crematories 15 -Burn Out Ovens 16-Core Ovens 20 -Gas Turbines, and Turbine Test Cells & Stands 48 -Landfill and/or Digester Gas Flares ELECTRONICS 29 -Automated Soldering 42 -Electronic Component Mfg FOOD 12 -Fish Canneries 12 -Smoke Houses 50 -Coffee Roasters 35 -Bulk Flour & Powered Sugar Storage SOLVENT USE 28 -Vapor & Cold Degreasing 30 -Solvent & Extract Driers 31 -Dry Cleaning ROCK AND MINERAL 04 -Hot Asphalt Batch Plants 05 -Rock Drills 06 -Screening Operations 07 -Sand Rock & Aggregate Plants 08 -Concrete Batch, CTB, Concrete Mixers, Mixers & Silos 1 O -Brick Manufacturing OTHER 01 -Abrasive Blasting Equipment 03 -Asphalt Roofing Kettles & Tankers 46 -Reverse Osmosis Membrane Mfg 51 -Aqueous Waste Neutralization 11 -Tire Buffers 17 -Brake Debonders 23 -Bulk Grain & Dry Chemical Transfer & Storage 45 -Rubber Mixers 21 -Waste Disposal & Reclamation Units 36 -Grinding Booths & Rooms 40 -Asphalt Pavement Heaters 43 -Ceramic Slip Casting 41 -Perlite Processing 40 -Cooling Towers -Registration Only 91 -Fumigation Operations 56 -WWTP (1 million gal/day or larger) & Pump Station NOTE: OTHER EQUIPMENT NOT LISTED HERE THAT IS CAPABLE OF EMITTING AIR CONTAMINANTS MAY REQUIRE AN AIR POLLUTION CONTROL DISTRICT PERMIT. IF THERE ARE ANY QUESTIONS, CONTACT THE AIR POLLUTION CONTROL DISTRICT AT (858) 586-2600. HM-9171 (08/15) County of San Diego -DEH -Hazardous Materials Division