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1916 PALOMAR OAKS WAY; 150; CBC2017-0632; Permit
City of Carlsbad Commercial Permit Print Date: 01/11/2019 Permit No: CBC2017-0632 Job Address: 1916 Palomar Oaks Way, 150 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 2120923400 Lot It: Applied: 12/04/2017 Valuation: $9,000.00 Reference U: Issued: 10/22/2018 Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: TFraz Bedrooms: Orig. Plan Check U Final Plan Check It: Inspection: 1/11/2019 10:57:44AM Project Title: Description: PFM MEDICAL: INSTALL HIGH-PILE SHELVES IN 5,435 SF AREA (20'9" HIGH) Applicant: Owner: BIRA SIQUEIRA STRUCTURES ON THE GREEN LLC 4010 Morena Blvd, 103 San Diego, CA 92117-5234 1914 Palomar Oaks Way C/O Doreen Crawford, 150 CARLSBAD, CA 92008 BUILDING PERMIT FEE ($2000+) . $106.09 BUILDING PLAN CHECK FEE (BLDG) $74.26 FIRE High Piled Storage $733.00 5B1473 GREEN BUILDING STATE STANDARDS FEE . $1.00 STRONG MOTION-COMMERCIAL $2.52 Total Fees: $916.87 Total Payments To Date: $916.87 Balance Due: $0.00 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 capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.Carlsbadca.gov / ITHE FOLLOWING APPROVALS REQUIRED PRIOR 10 PERMIT ISSUANCE: DENGINEERING VILDING L.F DHEALrH HMATIAPCOI ddng Pernit Appilct©n Plan Check NOj 703 City of 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value g c'X)J (J Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit Iair1sbaid. ema: buildingearlsbadca.gov wwwcarlsbadca.gov Date '-L ,LLL] JOB ADDRESS fI#/SPACE#/UNIT# APN 1916 Palomar Oaks Way Suite 150 - - CT/PROJECT H LOT S PHASE It e OF UNITS ft BATHROOMS TENANT BUSI NESS ERTR. PIPE 0CC. GROUP J HBEDROOMS ptm medical, inc. DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) - Installation of 35 sections of storage racks. storage racks linear footage: 200 Itift / II storage rack square footage: 847 sqlf I. _.lO . I warehouse total area; 5,435 eqift EXISTING USE PROPOSED USE GARAGE SF) RATIOS (SF) DECKS (SF) FIREPLACE j AIR CONDITIONING FIRE SPRINKLERS Warehousing .t I Warehousing - _J YES# NO [ENO YESENO APPLICANT NAME . . Primary Contact Bira Siqueira PROPERTY OWNER NAME ,r Structures on the Green, LLC ADDRESS __________ 4010 Morena Blvd. Suite 103 _____...... ADDRESS 1914 Palomar Oaks Way Suite 150 CITY STATE ZIP San Dieqo, CA CA . 92117 CITY STATE ZIP Carlsbad CA 92008 PHONE I FAX . - PHONE FAX - 619-793-8120 ..IL 619455-2076 760-431-1263 EMAIL . EMAIL bira@cssyescorn DESIGN PROFESSIONAL . Naresh J. Palkhiwala CONTRACTOR BUS. NAME Conveyor & Storaqe Solutions ADDRESS . ADDRESS 1815Wriqht Ave __ 4010MorenaBlvd.Suite103 CITY STATE ZIP ----- CITY STATE - ZIP La Verne CA91750 San Dieao, CA. CA 92117 PHONE FAX PHONE FAX 909-596-1351 I_909-596-7186 ..619-255-1428 _619-255-2076 EMAIL EMAIL infosced.com bira(äcssyes.com STATE UC. a STATE LIC.# . CLASS CITY BUS. LIGrA 26608-3/31/18 730010 _C611D21 _4f ol ,,r, r,v,eamur,u .uuel Zy iAY or vounLywnrcn requires a permisso construct, alter, improve, oemoliali or repair any structure, prior to its issuance, also Feiiires the applicant for such permit to file a signed statement he is licensed pursuaritto the provisions of the Contractors License-Law IChapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the bernie 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 fivehundred dollars ($500)). -- •, _ __ . __ -__ __ _ ._ Workers Compensation Declaration: (hereby afturn under penalty of perjury one of the following declarations: Ihave and will maintain a certificate of consent to self-insure for worftars' compensation as provided by Section 3700 of the Labor Code, for Iha performance of the work for which this permit is issued. /. 1 have and will maintain workers' compensation, as required by Section 370001 the Labor Code, for the performance the work for which IN rmil is issued. My workers compensation insurance copier and policy 7r number are: Insurance Co. S' OA C_ Policy No, _ 7D_I_7 Expiration Data Thiseclisn -need not be completed it the permit is for one hundred dollars ($100) or lass. U Certificate of Exemption: I certify that in the performan a work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' p s coverage Is unlawful, and shall subject an employer tocrlmlnal penaltIes and civil fines up to one hundred thousopd dollars (5100,000), In addition to the cost of compensation, damages a r i Section 3706 of the Labor code, Interest and attorneys leOn, / - CONTRACTOR SIGNATURE • AGENT • DATE 7 "-A thereby affirm that lam exempt from Contractors License Law for the followlrtg reason: I, as owner of the property or my employees with wages as their sole compensation, will do the worhand the structure Is not Intended or offered for said (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 Each improvements are not intended or offered for safe. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden 01 proving first he did not build or improve for the purpose elsule). 1, is owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7014, Business and Professions Code: The Contractor's License Law does not apply loan owner 01 property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's Ucense Law). - - [J I am exempt under Section ______________Business and Professions Code for this reason: - - -- : - 1, I personally plan to provide the major labor and materials torconotrijclisn at the proposed property improvement I1'fes - No - - a I (have / have 001) signed an application for a building permit for the proposedwork. - I have contracted with the following person (firm) to provide the proposed construction (include name address! phone I contractors' license number): (plan to provide portions of the Work, boll have hired the following person to coordinate- supervise, and provide the major work )include name! address-/ phone !contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work Indicated (Include name/ address/ phone/ type of work): - - ,.PROPER11'0WNER SIGNATURE _ _ _ flAGENT DATE wo o€c coiS øtici I--- rte aoc&antor future building occupant required Is submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the ?r050.Txsusrf4azazdonx Substance Account Act? Yes No In xv atcthxnntcr turaxe building occupant required to obtain a permit from the air pollution control district or air udhIy management dlsldcl? Yes No In in2j xv hr cocunrected within 1,000 lout of the enter boundary Of a school Site? Yes No f A4Y 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 ILEWE.KCY S-EYiC'ES AND THE AIR POLLUTION CONTROL DISTRICT. : cc1JoO tO[3 tazrxureisa cccuszuchon lending agency for the performance of the work this permit is issued (Sea 3097 (i) Civil Code). Lenders Address I . fych.xIh-.nmmythn ucc.atcmani state thattheaer Information iscon andthattha iefonnation entheptatas Is accurate. I agree to comply wtth all City ordinances and State laws relatiegto buildhigconstruction. abexretnensuned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OFCARLSBAD tLcE 4EF4TS,cOSTSANDEXPEPISES WHICH MAY lNANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OFTHE GRANTING OF THIS PERMIT. S rjre t, uxcovsriorssowr SW ones axi demintm or construction of strictures over 3 stories in height. FF.Aikuvygvxxvx s&.re cy ra &*irg Off.cisf under Or vicicrs of this Code shall expire by limitation and become nu) and void fOre building or work authorized by such permit Is not commenced within :vn b-x rn .sivc'iuxi, cerxxi j3 . by such petrnit is suspended orobandoned 01 any time after the work is commenced fore period of 0 days (Section 106.4.4 Uniform Building Code), LGNATURE DATE 2,74-'1L.L_ STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. - g g I!Z JIF4uI --Ji azri ..ri il l y ) j Fax (760) 602-8560, Email bui)dingcDr[d Dv or Mall the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANTS BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB#._--_--__-.____-_- MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) NO CHANGE IN USE / NO CONSTRUCTION MAIL / FAX TOOTHER: CHANGE OF USE / NO CONSTRUCTION .APPLICANVS SIC-NATURE DATE ,6 Pemit Type: BLDG-Commercial Application Date: 12/04/2017 Owner: STRUCTURES ON THE GREEN LLC Work Class: Tenant Improvement . Issue Date: 10/22/2018 Subdivision: PARCEL MAP NO 18313 Status: Closed - Finaled Expiration Date: 07/10/2019 Address: 1916 Palomar Oaks Way, 150 Carlsbad, CA 92008-5522 lVR Number: 8112 4 Scheduled Actual I Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection -. Complete Date Start Date 12/19/2018 12/27/2018 BLDG-Fire Final 077459.2018 Passed Cindy Wong Complete - Char.klisf Rnm COMMENTS Psseit FIRE- Building Final Yes 12/21/2018 12/21/2018 BLDG-14 079566-2018 Cancelled Andy Krogh Reinspection Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item ' COMMENTS Passed BLDG-Building Deficiency . , , , No BLDG-Final 079565-2018 Cancelled Andy Krogh Reinspection Complete Inspection Checklist Item . COMMENTS Passed - BLDG-Building Deficiency - . . No BLDG-Plumbing Final No BLDG-Mechanical Final . No BLDG-Structural Final . - No BLDG-Electrical Final . No 12/27/2018 12/27/2018 BLDG-Final 079890-2018 Failed Andy Krogh Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Structural Final Replace post as noted on plans, special No - inspection report received 01/11/2019 01/11/2019 BLDG-14 . 081059-2019 Passed Tim Frazee . Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS. Passed BLDG-Building Deficiency Yes BLDG-Final 081060.2019 Passed Tim Frazee Complete Inspection Checklist Item COMMENTS . • Passed BLDG-Structural Final Replace post as noted on plans special Yes inspection report received Post replaced and fastened properly 1/11/19 January 11, 2019 . Page 1 of 1 Structural Inspections LLC *SpEcJ4j INSPECTION SER VICES! P.O. Box 2415 EJ.Cajon,CA 92021 Cell: (61.9) 770-9$59 • Fax (619) 588-5955 FILE Inspection Report Project Name: Project Address: Architect: Engineer: Contractor: e ? c ç 01 al I Page: / of / Report #: 2 -t- Permit#: •C 3 z- - File #: DSA #: Other: INSPECTION MATERIAL SAMPLING 01,1' MATERIAL DESCRIPTION INSPECTION CHECKLIST Structural Steel kS. Bolts H.S. Bolts . _PIans/Specs Masonry Prisms - Conc.PSl Clearances - Concrete Mortar/Grout Grout PSI Positions Fireproofing Conc. Cylinders - Mortar PSI _.,--Sizes Epoxy Fireproof Steel ,/I! 1/2- k11T2 Laps ' Other:.I5)TS - Other: - Elect/Wire Consolidation - Other: - Other: Fireproof p Torque Ft. Lbs: ZS, Other: Other: . Other: 2)/i Other: Other: Other: Other: Other: P~- 1d 0J lt) ô 5(" fte'tii 1f-IrZ /V.i ,it _t-y?c i' fz) ( 7 A/%-rAJ ,/co t-t(LI 6rz- f7'?t of / .CERTIFICATION OF COMPLIANCE: All reported wo r k U n l e s s o t h e r w i s e n o t e d , c o m p l i e s w i t h a p p r o v e d p l a n s , s p e c i f i c a t i o n s a n d a p p l i c a b l e s e c t i o n s of the,building codes. This report covers the locations of the work inspected and d o e s n o t c o n s t i t u t e o p i n i o n o r p r o j e c t c o n t r o l . I hereby certify that I have observed to the best of m y k n o w l e d g e a l l o f t h e a b o v e r e p o r t e d w o r k u n l e s s o t h e r w i s e . n d. I hay found this work to comply with the approved plans, specifications, and a p p l i c a b l e s e c t i o n s o f t h e g o v e r n i n g b u i l d i n g l a w s . Inspector MARIO BAAGLJA Cert: 350 . Signature Date lnsp Date Day I Day 2 Day 3 Day 4 Day S Time Start Time Stop ) / Approved By: Project Superintendent - EsGilV/0 A SAFEbutf Company DATE: 9/7/2018 JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2017-0632 SET:!! PROJECT ADDRESS: 1916 Palomar Oaks Way Suite 150 PROJECT NAME: Storage Racks for PFM Medical I APPLICANT RIS. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved Wand checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The apilicant's copy of the checklist is enclosed for the jurisdiction to forward to the applicant contact person. / 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. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted — Telephone #: Date contacted: (t) ) Email: Mail Telephone Fax In Person REMARKS: Fire Department approval is required. By: David Yao Enclosures: EsGil 8/30/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil A SAFEbuiftCompany DATE: 12/13/2017 JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2017-0632 SET: I PROJECT ADDRESS: 1916 Palomar Oaks Way Suite 150 PROJECT NAME: Storage Racks for PFM Medical 1 APPLICANT _-I1iRIS. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. 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. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Bira Siqueira Lii EsGil staff did not advise the applicant that the plan check has been completed.. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Bira Siqueira Telephone #: 619-793-8120 ate ccted:(?/ (' (bcj, Email: bira@cssyes.com all Telephone Fax In Person REMARKS: By: David Yao Enclosures: EsGil 12/5 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBC2017-0632 12/13/2017 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2017-0632 PROJECT ADDRESS: 1916 Palomar Oaks Way Suite 150 DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 12/5 12/13/2017 REVIEWED BY: David Yao FOREWORD (PLEASE READ): 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 he 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? El Yes El No City of Carlsbad CBC2017-0632 12/1312017 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: 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. 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. The calculation and details for the racks are for type A, B, C, and D only. Please provide details and calculation for SH-E, SH-F, and SH-G. 2. Fire Department approval is required. 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. City of Carlsbad CBC2017-0632 12/13/2017 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2017.0632 PREPARED BY: David Yao DATE: 12/13/2017 BUILDING ADDRESS: 1916 Palomar Oaks Way Suite 150 BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) racks per city 9,000 Air Conditioning Fire Sprinklers TOTAL VALUE 9,000 Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: El Complete Review I $105.721 I $68.721 Structural Only Repetitive Fee Repeats E Other Hourly Hr. @ * EsGil Fee I $60.261 Comments: Sheet 1 of 1 Structural Engineering ~t Design, Inc RECEIVED SEP 112018 CITY OF CARLSBAD BUILDING DIVISION 1815 Wright Ave La Verne, Ca. 91750 Tel: 00-9-5-96-1351 Fax: 909-596-7156 Project Nome: PFM MEDICAL Project Number: L.V-112217-S Dote: 11/28/17 Street Address: 1815 ,ASTON AVE. SUITE 10 City/State: CARLSBAD, CA 92008 Scope of Work: SELECTIVE AuG 28 2018 Qexc2o1- Ji i Strücturai Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: PFM MEDICAL Project #: LV-112217-6 TABLE OF CONTENTS TitlePage ..............................................................................................................1 Tableof Contents .................................................................................................... 2 Design Data and Definition of Components ..........................................................3 CriticalConfiguration .............................................................................................4 SeismicLoads ........................................................................................................5 to 6 Column...................................................................................................................7 Beamand Connector ............................................................................................8 to 9 Bracing..................................................................................................................10 Anchors.................................................................................................................11 BasePlate .............................................................................................................12 Slabon Grade .......................................................................................................13 OtherConfigurations .............................................................................................14 -3,0 FrM MEDICAL TYPE Page 2 of 3o 11/28/2017 Strtcturai Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: PFM MEDICAL Project #: LV-112217-6 Design Data The analyses herein conforms to the requirements of the: 2012 IBC Section 2209 2016 CBCSecb'on 2209A ANSI NH 16.1-2012 Speafications for me Design of Industrial Steel Storage Racks "2012 RH! Rack Design Manual" ASCE7-10, section 15.5.3 Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=55 ksi Longitudinal frame beam and connector steel conforms to ASIM A570, Gr.55, with minimum yield, Fy=55 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. All welds shall conform to AVVIS 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. The existing slab on grade is 5' thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 750 psf. The design of the existing slab is by others. Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria Front View: Down Aisle (Longitudinal) Frame Definition of Components A Pmdct Beam Length Column Beam to Column Connector Beam Spacing Base Plate and Anchors Horizontal Brace Diagonal Brace 1 Panel Height Frame Section A: Cross Aisle (Transverse) Frame 'FM MEDICAL TYPE Page 3 of 3o 11/28/2017 -F- 96" - Stricturai Engineering & Design inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: PFM MEDICAL Project #: LV-112217-6 Configuration & Summary: TYPE A SELECTIVE RACK T [ REACTIONS 48" \\ ASD LOADS 1 AXIAL DL 75/b .87 AXL4L LL = 3,200 lb 48 / SEISMIC AXIAL Ps+/- 3,715/b 192 _J BASE MOME,VT= 8,000 in-lb 36" Z—J Seismic Criteria # Sm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=1.083, Fa=1.067 2 42 in 192.0 in 4 96 in Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=3275 lb, 11=19342 in-lb 0.91-OK Column & Backer None None None N/A Beam Fy=55 ksi HMH 36160/3.75" Face x 0.06 tlik Lu=96 in Capacity: 4200 lb/pr 0.76-OK Beam Connector Fy=55 ksi Lvi 1: 3 pin OK Mconn= 11444 in-lb Mcap=12691 in-lb 0.9-OK Brace-Horizontal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.12-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.18-OK Base Plate Fy=36 ksi 8x5x0.375 Flxity= 8000 in-lb 0.63-OK Anchor 2 per Base 0.5" x 3.25 Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Upllft=2060 Ib) 0.508-OK Slab & Soil 5 thk x 2500 psi slab on grade. 750 psf Soil Bearing Pressure 0.43-OK Level Load** Per Level Beam Spcg Brace Story Force Transv Story Force Longit. Column Axial Column Moment Conn. Moment Beam Connector ~-i 3,200 lb 87.0 in 36.0 in 2851b 2171b 3,275 lb 19,342 "# 11,444 "# 3 pin OK 2 3,200 lb 87.0 in 48.0 in 570 lb 434 lb 1,638 lb 9,440 # 4,674 "# 3 pin OK 48.0 in 48.0 in ** Load defined as product weight per pair of beams Total: 855 lb 651 lb 'FM MEDICAL T'il'E A Page 'f of 11/28/2017 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: PFM MEDICAL Project #: LV-112217-6 Seismic Forces Configuration: TYPE A SELECTIVE RACK Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6 &ASCE 7-10 sec 155.3 Ss= 1.083 Transverse (Cross Aisle) Seismic Load ...., S1= 0.417 V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) Vt Fa= 1.067 Cs1= Sds/R Fv= 1.583 = 0.1926 Cs-max * Ip= 0.1926 Sds=2/3*Ss*Fa= 0.770 Cs2= 0.044*Sds Vmin= 0.015 .'. ..'. . Sd1=2/3*S1*Fv= 0.440 = 0.0339 Eff Base Shear=Cs= 0.1926 Trarwerse EkVO Ca=0.4*2/3*Ss*Fa= 0.3081 Cs3= 0.5*S1/R Ws= (0.67*PL4tF1 * PL)+DL (RMI 2.6.2) (Transverse, Braced Frame Dir.) R= 4.0 = 0.0521 = 4,438 lb Ip= 1.0 Cs-max= 0.1926 Vtransv=Vt= 0.1926 * (150 lb + 4288 Ib) P 1= P~ hear Coeff=Cs= 0.1926 Etransverse= 855 lb Pallet Height=hp= 75.0 in Limit States Level Transverse seismic shear per upright DL per Beam Lvt= 75 lb Level PRODUCT LOAD P P*O.67*PRFI DL . hi i*hi Fl R*(hi+hp/2) 1 3,200 lb 2,144 lb 75 lb 87 in 193,053 2850 lb 35,483-# 2 3,200 lb 2,144 lb 75 lb 174 in 386,106 570.0 lb 120,5554 sum: P=6400 lb 4,288 lb 150 lb W=4438 lb 579,159 855 lb =156,038 Longitudinal (Downaisle) Seismic Load Similarly for longitudinal seismic loads, using R=6.0 Ws= (0.67 * PLRF2 * P) + DL PRF2= 1.0 Cs1=Sdl/(T*R)= 0.1467 = 4,438 lb (Longitudinal, Unbraced Dir.) R= 6.0 Cs2= 0.0339 Cs=Csrnax*Ip= 0.1467 T= 0.50 sec Cs3= 0.0348 Vlong= 0.1467 * (150 lb + 4288 Ib) Cs-max= 0.1467 [Elongitudinai= 651 lb LhnitSbrfev ievelLongit seismic snearpe,gpngnt jj EI " Level PRODUC LOAD P P*0.67*P DL hi - wi*hi Fl Front View 1 3,200 lb 2,144 lb 75 lb 87 in 193,053 217.0 lb 2 3,200 lb 2,144 lb 75 lb 174 in 386,106 434.0 lb sum: 4,288 lb 150 lb W=4438 lb 579,159 651 lb 'FM MEDICAL TYPE . Page of 3,p 1 1/25/2017 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: PFM MEDICAL Project #: LV-112217-6 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 Typical fame made Vlong= 6511b Tributa 4rea Oft~o columns Vcol=Vlong/2= 326 lb Fl= 217 lb F2= 4341b 96 - Front View Typical Frame rntde I -'1 oftwocolumns Top View of rack frame R:1 E4 IE- :.::'':.,• F3= 0 lb E Seismic Story Moments Conceptual System COL Mbase-max= 8,000 in-lb <== Default capacity . hi-eff= hi - beam clip height/2 Mbase-v= (Vcol*hleff)/2 = 84 in Vcol = 13,671 in-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 8,000 in-lb M 1-1= [Vcol * hieff]-Mbase-eff M 2-2= [Vcol-(F1)/21 * h2 = (326 lb * 84 in)-8000 in-lb = [326 lb - 217 lb]*87 in/2 = 19,342 in-lb = 9,440 in-lb Mseis= (M upper+ M lower)/2 Beam to Column Mseis(1-1)= (19342 in-lb + 9440 in-lb)/2 Mseis(2-2)= (9440 in-lb + 0 in-lb)/2 Elevation = 14,391 in-lb = 4,720 in-lb rho= 1.0000 Summary of Forces LEVEL hi Axial Load Column Moment** Mseismic** Mend-fixity Mconn** Beam Connector 1 87 in 3,275 lb 19,342 in-lb 14,391 in-lb 1,958 in-lb 11,444 in-lb 3 pin OK 2 87 in 1,638 lb 9,440 in-lb 4,720 in-lb 1,958 in-lb 4,674 in-lb 3 pin OK Mconn= (Mseismic + Mendflxity)*0.70*rho Mconn-allow(3 Pin)= 12,691 in-lb **all moments based on limit states level loading FM MEDICAL TYPE Page 6of 1 1/28/2017 Strubtural Eng ineering & Design inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: PFM MEDICAL Project #: LV-112217-6 Column (Longitudinal Loads) Configuration: TYPE A SELECTIVE RACK Section Properties Section: Hannibal IF3014-3x3x149a to.- 3.000 in Aeff = 0.643 in"Z ly = 0.749 jn"4 Kx = 1.7 I X Ix = 1.130 in"4 Sy = 0.493 in'3 Lx = 85.1 in Sx= 0.753 in"3 ry= 1.080 in Ky= 1.0 M 3.000 in rx = 1.326 in Qf= 1.67 Fy= 55 ksi Cmx= 0.85 Ly = 36.0 in Cb= 1.0 0.075 in, E= 29,500 ksi I ...J ~0.75 in COLUMN DL= 75 lb uiücai load cases are: RMI sec 2.1 COLUMN PL= 3,200 lb Load Case 5: : (l# 105*Sds)D # 0.75*(1.4#0. 145d5)*B*P # a 75*(07*tho*ff)< 1.0, ASO Method Mcol= 19,342 in-lb axial load coefi? 0.7916244 * P seismic moment coeft 0.5625 * Ma'! Sds= 0.7704 Load Case 6: : (1+0. 14*Sds)D + (0.85+0.l4Sds)*B*P + (0.71hoE)<= 1.0, ASO Method 1+0. 105*Sds= 1.0809 axial load coefi? a 67050 seismic moment coeffi 0.7 Mco/ 1.4+0.14Sds= 1.5079 By analysis, Load case 6 governs utilizing loads as such 1+0.14Sds= 1.1079 0.85+0.14*Sds= 0.9579 Axial Load=Pax= 1.107856*75 lb + 0.957856*0.7*3200 lb Moment=Mx= 0.7*rho*Mcot B= 0.7000 = 2,229 lb = 0.7 * 19342 in-lb rho= 1.0000 = 13,539 in-lb Axial Analysis KxLx/rx = 1.7*85.125/1.326" KyLy/ry = 1*36/1.08" Fe < Fy/2 = 109.1 = 33.3 Fn= Fe = n"2E/(KL/r)max"2 Fe= n"2E/(KL/r)max"2 Fy/2= 27.5 ksi = 24.4 ksi = 24.4ksm Pa= Pn/Qc Pn= Aeff"Fn Qc= 1.92 = 15718 lb/1.92 = 15,718 lb = 8,187 lb P/Pa= 0.27 > 0.15 Bending Analysis Check- Pax/Pa + (Crnx*Mx)/(M*px) :5 1.0 P/Pao + Mq'Max :5 1.0 Pno= Ae*Fy Pao= Pno/Qc Myield=My= Sx*Fy = 0.643 in"2 *55000 psi = 353651b/1.92 = 0.753 mn"3 * 55000 psi = 35,365 lb = 18,419 lb = 41,415 in-lb Max= My/g = 41415 in-lb/1.67 = 24,799 in-lb Jx= {1/[1.(c2c*P/per)]yS_1 = {1/[1(1.92*2229 lb/15710 Ib)]}"-1 = 0.73 Combined Stresses Pcr= n"2E1/(KL)max"2 = nrs2*29500 Ii/(1.7*85.125 mn)"2 = 15,710 lb (2229 lb/8187 lb) + (0.85*13539 in-lb)/(24799 mnlb*0.73) = 0.91 < 1.0, OK (EQ C5-1) (2229 lb/18419 lb) + (13539 in-lb/24799 in-lb) = 0.67 < 1.0, OK (EQ C5-2) **For companson, total column stress computed for load case 51S., 83.0% og loads 2614.26498 lb Axial and M= 10154 in-lb "FM MEDICAL TYPE A , Page 7 of 1 /28/2017 Beam= HMII 36160/3.75" Face x 0.06" thk Ix= 1.350in'4 Sx= 0.669 in'3 Ycg= 2.475 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.;" fl(rn,) don) yl= Ycg-t-r= 2.355 in y2= depth-Ycg= 1.275 in y3= y2-t-r= 1.155 in f 3.750 in r1.75 in 1' 0 1.625 in .060 in Stta ral Eng ineering & Design Inc. 1815 Wright Ave La Verne, CA91750Tel* 909.596.1351 Fax 909.596.7186 By: BEN Project: PFM MEDICAL Project #: LV-112217-6 BEAM Configuration: TYPE A SELECTIVE RACK DETERMINE ALLOWABLE MOMENT CAPACITY 2.75 in Check compression flange for local buckling (82.1) 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= [1.0521(k)"0.5] * (wit) * (FyiE0.5 Eq. 82.1-4 = [1.052/(4)-0.5] * 25.17 * (55/29500)^0.5 = 0.572 <0.673, Flange is filly effective Eq. B2.1-1 check web for local buckling oer section b2.3 fl(comp)= Fy*(y3/y2)= 49.82 ksi f2(tension)= Fy*(yl/y2)= 101.59 ksi Y= f2/fl Eq. 82.3-5 = -2.039 k= 4 + 2*(1Y)f3 + 2*(1Y) Eq. B2.3-4 = 66.21 flat depth=w= yl+y3 = 3.510 in w/t= 58.5 OK I=lambda= [1.052/(k)A0.51 * (wit) * (fl/E)A0.5 = [1.052/(66.21)A0.5] * 3.51 * (49.82/29500)A0.5 = 0.311 <0.673 be=w= 3.510 in b2= be/2 Eq B2.3-2 bl= be(3-Y) = 1.76 in = 0.697 bl+b2= 2.457 in > 1.155 in, Web is fully effective Determine effect of cold working on steel yield point (Pva) per section A7.2 Fya= C*Fyc + (1C)*Fy (EQ A7.2-1). Lcomer=Lc= (p/2) * (r + t/2) 0.141 in C= 2*Lc/(Lf+2*Lc) Lflange-top=Lf= 1.510.in = 0.157 in m= 0.192*(Fu/Fy) -0.068 (EQ A7.2-4) depth = 0.1590 Bc= 3.69*(Fu/Fy) - 0.819*(FufFy)A2 - 1.79 (EQ A7.2-3) = 1.427. since fu/Fv= 1.18 < 1.2 and r/t= 1 <70K then Fyc= Bc * Fy/(R/t)Am (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 Lflange-bot=Lfb= Lbottom - 2*r*2*t = 2.510 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.101 Fy-bottom=Fyb= Cb*Fyc + (1Cb)*Fyf = 57.37 ksi Fya= (Fyatop)*(Fyb/Fyabottom) = 29.56 ksi if F= 0.95 Then PMn=PFya*Sx=I18.78 in-k 1.625 in 3.750 in 0.060 in RMI2.2, item 8 Structrai Engineering & Design inc. = 1815 Wright Ave La Verne, CA 91750 TeL 909.596.1351 Fax: 909.596.7186 By: BEN Project: PFM MEDICAL Project #: LV-112217-6 BEAM Configuration: TYPE A SELECTIVE RACK RMI Section 5.2, PT II Section Beam= HMH 36160/3.75" Face x 0.06 thk Ix=Ib= 1.350 ifl"4 2.75 in Sx= 0.669 in A3 t= 0.060 in E= 29500 ksi r1.75 in Fy=Fyv= 55 ksi F= 150.0 Fu=Fuv= 65 ksi L= 96 in Fya= 58.7 ksi Beam Level= 1 P=Product Load= 3,200 lb/pair D=Dead Load= 75 lb/pair 1. Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L*W*Rm/8 = 1.2U + FOR DL= 2% of PL,, Rm= 1 - [(2*F*L)/(6*E*Ib + 3*F*L)] 1 - (2*150*96 in)/{(6*29500 j*135 inA3)+(3*150*96 in)] = 0.898 if F= 0.95 Then PMn=F*Fya*Sx= 37.30 in-k Thus, allowable load per beam pair=W= PlMh*8*(# of beams)/(L*Rm*W) = 37.3 in-k * 8 * 2/(96in * 0.898 * 1.599) = 4,330 lb/pair allowable load based on bending stress Mend= W*L*(1Rm)/8 = (4330 lb/2) * 96 in * (1-0.898)/8 = 2,650 in-lb @ 4330 lb max allowable load = 1,958 in-lb © 3200 lb imposed product load 2. Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= 1 - (4*F*L)/(5*PL + 10*E*Ib) = 1 - (4*150*96 in)/{(5*150*96 in)+(10*29500 ksi*1.35 in'4)] = 0.878 in if Dmax= [/180 Based on 1/180 Deflect/on Catena and Dss= 5*W*LA3/(384*E*Ib) L/180= 5*W*LA3*Rd/(384*E*Ib*# of beams) solving for W yields, W= 384*E*I*2/(180*5*L2*Rd) = 384*1.35 in4*2/[180*5*(96 in)A2*0.878) = 4,200 lb/pair allowable load based on deflection limits Allowable Deflection= [/180 = 0.533 in Deflection at imposed Load= 0.406 in Thus, based on the least capacity of item 1 and 2 above: =Imposed llowable load= 4,200 lb/pair Product Load= 3,200 lb/pair I Beam Stress= 0.76 Beam at Level! Stnicturai Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel 909 596 1351 Fax 909 596 7186 By: BEN Project: PFM MEDICAL Project #: LV-112217-6 3 pin Beam to Column Connection TYPE A SELECTIVE RACK I He team end moments shown rierein snow the result of me maximum induced tixed end monents torm seismic + static ioaas and the code mandated minimum value ot 1.5%(DL+PL) Mconn max= (Mseismic + Mend.tixity)*0.70Rho = 11,444 in-lb Load at level 1 rho= RING Connector Type= 3 Pin Shear Capacity of Pin Pin Diam= 0.44 in Fy= 55,000 psi Ashear= (0.438 in)"2 * Pi/4 = 0.1507inA2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi * 0.1507in"2 = 3,315 lb Bearing Capacity of Pin tcol= 0.075 in Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbeanng= alpha Fu ' diam tcol/Omega = 122 65000 psi 0.438 in * 0.075 in/2.22 = 2,135 lb < 3315 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in C= P1+P2+P3 tdip= 0.18 in = P1+P1*(2.5/4.5')+P1*(0.5'/4.5) = 1.667 * P1 Mcap= Sclip * Fbending = 0.127 in A3 * 0.66 * Fy = 4,610 in-lb C*d= Mcap = 1.667 Fy= 55,000 psi Sclip= 0.127 in A3 d= E/2 = 0.50 in Pclip= Mcap/(1.667 * d) = 4610.1 in-lb/(1.667 * 0.5 in) Thus, P1= 2,1351b = 5,531 lb Mconn-allow= [P1*4.5+P1*(2.5'/4.5)*2.5+P1*(0.5'/4.5)*0.5] = 2135 LB*[4.5+(2.5/4.5)*2.5+ (0.5/4.5)*0.5'1 = 12,691 in-lb > Mconn ma; OK PPM MEDICAL TYPE A Face of 3o 1 I/25/2017 Structural Engineering & Design inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: PFM MEDICAL Project* LV-112217-6 Transverse Brace Configuration: TYPE A SELECTIVE RACK Section Properties Diagonal Member= Hannibal 1-1/2x1-1/2x16ga Horizontal Member= Hannibal 1-1/2x1-1/2x16ga Area= 0.273 in"2 1.500 in ,_ Area= 0.273 in"2 r min= 0.496 in r min= 0.496 in '°° Fy= 55,000 psi L ""_J'_f Fy= 55,000 psi L K= 1.0 1.500 in K= 1.0 1.500 QC= 1.92 . J 0.250 in - —0.250 Frame Dimensions Bottom Panel Height=H= 48.0 in Clear Depth=DB*2= 36.0 in Frame Depth=D= 42.0 in X Brace= NO Column Width= B= 3.0 in rho= 1.00 Load Case 6:: # [0.7th0E]<'= 1. 0, ASO Method — F-o — Ldiag T Pmax Typitl Panel Configuration Vtransverse= 855 lb Vb=Vtransv*0.7rho= 855 lb * 0.7 * = 599 lb Ldiag= [(DB*2)A2 + (H-6)A2]"1/2 = 55.3 in Pmax= V*(Ldiag/D) * 0.75 = 591 lb axial load on diagonal brace member Pn= AREA*Fn = 0.273 in"2 * 23419 psi = 6,393 lb Pallow= Pn/Q = 6393 lb /1.92 = 3,330 lb Pn/Pallow= 0.18 <= 1.0 OK Horizontal brace Vb=Vtransv*0.7Irtio= 599 lb Vb * (kl/r)= (k * Ldiag)/r mm = (1 x 55.3 in /0.496 in = 111.5 in Fe= pV2*E/(kl/r)A2 = 23,419 psi 9ice Fe<Fy/2, 3" jty~ Fn= Fe . = 23,419 psi Check End Weld Lweld= 3.0 in Fu= 65 ksi tmin= 0.060 in Weld Capacity= 0.75 * tmin * L * Fu/2.5 = 3,510 lb OK (kl/r)= (k * Lhoriz)/r mm = (1 x 42 in) /0.496 in = 84.7 in Since Fe>Fyf2, Fn_Fy*(1fy/4fe) = 36,366 psi Pn/Pailow= 0.12 <= 1.0 OK Fe= pVS2*E/(kJ/r)A2 = 40,584 psi Pn= AREA*Fn 0.273in"2"36366 psi = 9,928 lb Fy/2= 27,500 psi Pallow= Pn/c?c = 9928 lb /1.92 = 5,171 lb 'FM MEDICAL IYPEA Pace Q of 3o 1 1/2&/2017 hp SIDE ELEVATION Structural Engineering & Design inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: PFM MEDICAL Project #: LV-112217-6 Single Row Frame Overturning Configuration: TYPE A SELECTIVE RACK 1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.90.20Sds)*B*Papp - E*rho Vtrans=V=E=Qe= 855 lb DEAD LOAD PER UPRIGI-IT=D= 150 lb PRODUCT LOAD PER UPRIGHT= P= 6,400 lb Papp=P*0.67= 4,288 lb Wst LC1'=Wst1=(0.74592*D + 0.74592*Papp*1)= 3,310 lb Product Load Top Level, Ptop= 3,200 lb DL/Lvl= 75 lb Seismic Ovt based on E, (FI*hi)= 156,038 in-lb height/ depth ratio= 4.1 in Sds= 0.7704 0.9-0.2Sds)= 0.7459 (0.9-0.2Sds)= 0.7459 B= rho= 1.0000 Frame Depth=Df= 42.0 in Htop-lvl=H= 174.0 in # Levels= 2 #Anchors/Base= 2 hp= 75.0 in A) Fully Loaded Rack h=H-i-hp/2= 211.5 in Load case 1: Movt= E(Fi*hi)*E*rho Mst= Wstl * Df/2 T= (Movt-Mst)/Df = 156,038 in-lb = 3310 lb * 42 in/2 = (156038 in-lb - 69510 in-lb)/42 in = 69,510 in-lb = 2,060 lb Net Uplift per column I Net Seismic Uplift= 2,060 lb 8) Top Level Loaded Only Load case 1:. 0 V1=Vtop= Cs * Ip * Plop >= 350 lb for H/D >6.0 Mo't= [V1*h + V2 * H/21*0.7*tho = 0.1926 * 3200 lb - = 93,006 in-lb = 616 lb T= (Movt-Mst)/Df Vleff= 616 lb Critical Level= 2 = (93006 in-lb - 52475 in-lb)/42 in V2=V0 = Cs*Ip*D Cs*Ip= 0.1926 = 965 lb Net Uplift per Column = 291b Mst= (0.74592*D + 0.74592*Ptop*1) * 42 in/2 = 52,475 in-lb I Net Seismic Uplift= 965 lb Anchor Check (2) 0.5" x 3.25" Embed IIILTI KWIKBOLT TZ anchor(s) per base plate. Special inspection is required per ESR 1917. Pullout Capadty=Tcap= 1,961 lb L.A. City Jurisdiction? NO Tcap*Phi= 1,961 lb Shear Capacity=Vcap= 2,517 lb Phi= 1 Vcap*Phi= 2,517 lb Fully Loaded: (1030 lbf 1961 lb)-1 + (213 lb/2517 lb)'1 = 0.61 <= 1.2 OK Top Level Loaded: (482 lb/1961 lb)A1 + (154 lb/2517 lb)"l = 0.31 <= 1.2 OK rPM MEDICAL TYPE A Page j I of 30 1 1/25/2017 Structural Engineering & Design inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: PFM MEDICAL Project #: LV-112217-6 Base Plate Configuration: TYPE A SELECTIVE RACK Section *- a Baseplate= 8x5x0.375 Eff Width=W = 8.00 in a = 3.00 in Mb Eff Depth=D = 5.00 in Anchor c.c. =2*a=d = 6.00 in Column 'Mdth=b = 3.00 in N=# Anchor/Base= 2 1 b '- L 11 Column Depth=dc = 3.00 in Fy = 36,000 L = 2.50 in Plate Thickness=t = 0.375 in . Dowriaisle Elevation Down Aisle Loads Load Case 5.': (1#0. 105*Sds)D # 0. 75110. 4#0. f4Sds)*8*P # 0.75*10.7*mo*E/<= LU, ASO Method COLUMN DL= 75 lb Axial=P= 1.080892 * 75 lb + 0.75 * (1.507856 * 0.7 * 3200 lb) COLUMN PL= 3,200 lb . = 2,614 lb Base Moment= 8,000 in-lb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.0809 = 8000 in-lb * 0.75*0.7*rho 1.4+0.14Sds= 1.5079 = 4,200 in-lb Eff( B= Axial Load P = 2,614 lb Mbase=Mb = 4,200 in lb I Eff Adal strs=fa = P/A = P/(D*W) M1= wL"2/2= fa*L2/2 = 65 psi = 204 in-lb Moment Stress=fb = M/S = 6*Mb/[(D*BA2J Moment Stress=fb2 = 2 * fb * L/W = 78.8 psi = 49.2 psi Moment Stress=fbl = fb-fb2 M2= fbl*L/s2)/2 F = 29.5 psi = 92 in-lb M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*Lrs2 Mtotal = M1+M2+M3 = 103 in-lb = 399 in-lb/in S-plate = (1)(t"2)/6 Fb = 0.755Fy = 0.023 in"3/in = 27,000 psi fb/Fb = Mtotal/[(S-plate)(Fb)] Pp= 0.7*Pc = 0.63 OK = 1,750 psi OK Tanchor = (Mb(PLapp*0.75*0.46)(a))/[(d)*N/21 , Tallow= 1,961 lb OK = -955 lb No Tension Cross Aisle Loads Offiwl load case&trSec 2.4 h5o, 4:(1+0.1JSds,tct # (1#014S)°L'0.75#S.'0J5 <_LO, A5DMlCd Check uplift load on I Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. bWhen 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 shall be determined based on a design bending moment in the plate equal to the uplift force on one anchor times 1/2 the distance from the centerline of the anchor to the nearest edge of the rack column T Mu Ta g_L T Ibi Elevation Uplift per Column= 2,060 lb Qty Anchor per BP= 2 Net Tension per anchor=Ta= 1,030 lb c= 2.50 in Mu=Moment on Baseplate due to uplift= Ta*c/2 = 1,288 in-lb Splate= 0.117 inA3 Pstatic= 2,614 lb Movt*0.75*0.7*rho= 81,920 in-lb Pseismic= Movt/Frame Depth Frame Depth= 42.0 in = 1,950 lb P=Pstatic+Pseismic= 4,565 lb I b =Column Depth= 3.00 in L =Base Plate Depth-Col Depth= 2.50 in fa = P/A = P/(D*W) M= wL"2/2= fa*LA2/2 = 114 psi = 357 in-lb/in Sbase/in = (1)(t"2)/6 Fbase = 0.75*Fy = 0.023 in''3fin = 27,000 psi tb/AD = M/[(S-plate)(Fb)] = 0.56 OK PM MEDICAL TYPE A Page 12- of 3o 11128/2017 I I' 14-x-j k-c-pt 1.1 SLAB ELEVATION Base Plate Effec. Baseplatewrdth=B= 8.00 in width=a= 3.00 in 'Stru'ctural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: PFM MEDICAL Project #: LV-112217-6 Slab on Grade Configuration: TYPE A SELECTIVE RACK slab Concrete fc= 2,500 psi tslab=t= 5.0 in teff= 5.0 in Soil fsoil= 750 psf Movt= 130,352 in-lb Frame depth= 42.0 in Sds 0.770 0.2*Sds= 0.154 Effec. BaseplateDepth=D= 5.00 in depth=b= 3.00 in 3=B/D= 1.600 midway dist face of column to edge of plate=c= 5.50 in Fc"0.5= 50.00 psi Column Loads midway dist face of column to edge of plate=e= 4.00 in DEAD LOAD= D= 75 lb per column Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5 unfactoredASO load = 1.35408 * 75 lb + 1.35408 * 0.7 * 3200 lb + 1 * 3103 lb PRODUCT LOAD=P= 3,200 lb per column = 6,238 lb unfactoredASO load Load Case 2) (0.9-0.2Sds)D + (0.90.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7 Papp= 2,144 lb per column = 0.74592 * 75 lb + 0.74592 * 0.7 * 2144 lb + 1 * 3103 lb P-seismic=E= (Movt/Frame depth) = 4,278 lb = 3,103 lb per column Load Case 3) 1.2*D + 1.4*P RMI SEC 2.2 EQTh 12 unfactored Limit State load = 1.2*75 lb + 1.4*3200 lb =45701b rho=00QO Load Case 4) 12*D + 10"P + 1OE -'Is 2I E,9-5 Sds= 0.7704 = 6,393 lb 1.2 + 0.2*Sds= 1.3541 Effective Column Load= Pu= 6,393 lb per column 0. 9 - 0.20Sds= 0.7459 Puncture Apunct= [(c+t)+(e+t)]*2*t = 195.0 in A2 Fpunctl= [(4/3 + 8/(3*)] * *(pcA05) fv/Fv= Pu/(Apunct*Fpunct) = 90. psi = 0.411 < 1 OK Fpunct2= 2.66 * X * (F c"0.5) = 79.8 psi Fpunct eff= 79.8 psi Slab Bending Pse=DL+PL+E= 6,393 lb Asoil= (Pse*144)/(fsoil) L= (Asoil)A0.5 y= (c*e)Ao.5 + 2*t = 1,227 in A2 = 35.03 in = 14.7 in x= (L-y)/2 Mr w*xr2/2 S-slab= 1*teffrs2/6 = 10.2 in = (fsoil*x2)/(144*2) = 4.17 in A3 Fb= 5*(phl)*(rc)A05 = 269.3 in-lb rot Po= Mf(Sslab*Fb) = 150 psi = 0.431 <1, OK 'PM MEDICAL TYPE A Page 13 of 3o 11/25/2017 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: PFM MEDICAL Project #: LV-112217-6 Configuration & Summary: TYPE B SELECTIVE RACK \ ASD LOADS 60" AXIAL DL= 113/b f RE4CTIONS f AXIAL LL= 4,500/b 1 SEISHICAXIAL Ps=#/- 4,705/b 60 1 f / BASE MOMENT= ± _ - -F 96" Seismic Criteria # Bm Lvls I Frame Depthl Frame Heightl # Diagonals I Beam Length I Frame Type I Ss=1.083, Fa=1.067 3 I 42 in I 192.0 in I 4I 96 in I Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x1a P=4613 lb, M=18163 in-lb 0.76-OK Column & Backer None None None N/A Beam Fy=55 ksi HMH 36160/3.75 Face x 0.06 ttlk Lu=96 in Capacity: 4200 lb/pr 0.71-OK Beam Connector Fy=55 ksi Lvi 1: 3 pin OK Mconn= 11659 in-lb Mcap= 12691 in-lb 0.92-OK Brace-Horizontal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.16-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.25-OK Base Plate Fy=36 ksi 8x5x0.375 I FiXity= 8000 in-lb 0.76-OK AnchOr 2 per Base 0.5" x 3.25" Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2372 Ib) 0.6-OK Slab & Soil 5" thk x 2500 psi slab on grade. 750 psf Soil Bearing Pressure 0.62-OK Level Load** Per Level I Beam Spcg Brace Story Force I Transv Story Force Longit. 1. Column Axial I Column Moment I Conn. Moment Beam Connector 1 3,000 lb 60.0 in 36.0 in 201 lb 153 lb 4,613 lb 18,163 "# 11,659 "# 3 pin OK 2 3,000 lb 60.0 in 48.0 in 402 lb 306 lb 3,075 lb 11,475 "# 7,711 '# 3 pin OK 3 3,000 lb 60.0 in 48.0 in 603 lb 459 lb 1,538 lb 6,885 # 3,695 "# 3 pin OK 48.0 in Load detined as product weight per pair of beams Total: 1,205 lb 918 lb Notes 'FM MEDICAL TYPE E5 Page jq- of 11/25/2017 'Stru'ctural Engineering & Design inc. 1815 WriqhtAve La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: PFM MEDICAL Project #: LV-112217-6 Configuration & Summary: TYPE C SELECTIVE RACK "RACK COLUMN RE4CIONS [1 _ ASO LOADS AXIAL DL= 75/b 187' HF AXIAL LL= 3,000/b 48" . 1 N SEISMICAL Ps= +/- 3,45Y lb BASE MOMENT= 4000 in-lb - 108" -F- Seismic Criteria # Bm Lvls Frame Depth I Frame Heightl # Diagonals I Beam Length Frame Type Ss=1.083, Fa=1.067 2 42 in 192.0 in 4 108 in Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=3075 lb, M=17704 in-lb 0.83-OK Column & Backer None None None N/A Beam Fy=55 ksi HMH 36160/3.75" Face x 0.06" thk Lu=108 in Capacity: 3368 lb/pr 0.89-OK Beam Connector Fy=55 ksi Lvi 1: 3 pin OK Mconn= 10904 in-lb Mcap= 12691 in-lb 0.86-OK Brace-Horizontal Fy=55 ksi I Hannibal 1-1/2x1-1/2x16ga 0.11-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.17-OK Base Plate Fy=36 ksi 8x5x0.375 Hxity= 8000 in-lb 1 0.61-OK Anchor 2 per Base 0.5' x 3.25' Embed HILT! KWIKBOLTTZ ESR 1917 Inspection Reqd (Net Seismic uplift=1934 Ib) 0.475-OK Slab & Soil 5" thk x 2500 psi slab on grade. 750 psf Soil Bearing Pressure 0.36-OK Level Load** Per Level Beam Spcg Brace Story Force I Transv Story Force Longit. Column I Axial Column Moment Conn. Moment Beam Connector 1 3,000 lb 87.0 in 36.0 in 268 lb 204 lb 3,075 lb 17,704 "# 10,904 "# 3 pin OK 2 3,000 lb 87.0 in 48.0 in 535 lb 48.0 in 48.0 in 408 lb 1,538 lb 8,874 '# 4,708 "# 3 pin OK Load defined as product weight per pair of beams Total: 803 lb 612 lb PFM MEDICAL TYPE C Page of 3o 11/25/2017 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: BEN Project: PFM MEDICAL Project #: LV-112217-6 Configuration & Summary: TYPE D SELECTIVE RACK 1 y -' Ii **P4CK COLUMN RE4C77ONS ASD LOADS H AXIAL DL= 113/b AXIAL LL= 4,800/b SEISM I CAL Ps=/- 5,261 lb 19~11 192' 4_ BASE MOMEATr= 8,0000-1b 144' # Bm Lvls Frame D Frame Height # Diag Ss=1.083. Fa=1.067 3 1 42 in 192.0 in 4 Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=4913 lb, M=14960 in-lb 0.63-OK Column & Backer None None None N/A. Beam Fy=55 ksi HMH 55140/5.625 Face x 0.075' thk Lu=144 in Capacity: 6141 lb/pr 0.52-OK Beam Connector Fy=55 ksi Lvi 1: 3 pin OK Mconn= 10715 in-lb Mcap= 12691 in-lb 0.84-OK Brace-Horizontal Fy=55 ksi I Hannibal 1-1/2x1-1/2x16ga 0.17-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.27-OK Base Plate Fy=36 ksi 8x5x0.375 Flxity= 8000 in-lb 0.83-OK Anchor 2 per Base 0.5' x 3.25" Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd (Net Seismic Uplift=2778 lb) 0.7-OK Slab & Soil 5" thk x 2500 psi slab on grade. 750 psf Soil Bearing Pressure 0.7-OK Level Load** Per Level Beam SpcgT-- Brace Story Force Transv Story Force Longit. Column Axial Column Moment Conn. Moment Beam Connector 1 3,200 lb 50.0 in 36.0 in 191 lb 145 lb 4,913 lb 14,960 "# 10,715 "# 3 pin OK 2 3,200 lb 62.0 in 48.0 in 427 lb 326 lb 3,275 lb 12,890 "# 8,223 "# 3 pin OK 3 3,200 lb 62.0 in 48.0 in 664 lb 506 lb 1,638 lb 7,841 '# 3,712 "# 3 pin OK 48.0 in Load detinedas productwelgflt per pair or beams Total: 1,Z8Z lb 977 lb Notes FFM MEDICAL TYPE 0 Fae 16 of 3o 8/23/2018 Structural Engineering & Design Inc. 1815 Wright Ave., La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.593.8561 Light Duty Shelving Analysis 81 tructural Engineering & Design Inc. 1815 Wright Ave. Ste 200 La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.593.8561 By: S.P. Project: PFM MEDICAL Project #: LV-112217-6 Design Data Configuration: Shelving Type SH-F: 120 in x 96 in x 24 in The analyses of the light duty storage fixtures conforms to the requirements of the 2016 CBC and ASCE 7-10 Steel minimum yield, Fy= 36 ksi unless otherwise noted on the plans or analysis herein. Anchor bolts shall be provided by installer per ICC reference on the calculations herein. All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. Slab on grade is 5 in thick concrete with f'c=2500 psi 'FM MEDICAL-LV- 1 122 I 7-G-5IIELVING.xl5 Page 19 of 8/23/2018 TffEWVETe L Ih1 Strictural Engineering & Design Inc. 1815 Wright Ave. Ste 200 La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.593.8561 By: S.P. Project: PFM MEDICAL Project#: LV-112217-6 Summary of Results Configuration: Shelving Type SH-E: 96 in x 72 in x 24 in Shelf Configuration I# of Levels= 6 I D= 24.0 in H= 96.0 in I L= 72.01n I Location Elevation Load 1,1= 3.0 in 150 lb 1,2= 26.0 in 150 lb h3= 18.0 in 150 lb h4= 17.0 in 150 lb h5= 16.0 in 150 lb h6= 16.0 in 150 lb Seismic Coeff: Ss= 1.083 51= 0.417 Fa= 1.067 Fv= 1.583 Steel Fy= 36,000 psi Product Load/Lvl= 150 lb Dead Load/Level= 10 lb Component Summary Column AP L1-1/2'x14ga 0.37 OK Beam Double Rivet Beam (DRB) 0.19 OK Beam Rivet 1/4" Diam Rivet x 1-1/2" Spacing 0.27 OK Anchor (1) 3/8" z 2" Embed Hifti Kwikbolt Ti per footplate 0.34 OK Special inspection is required per ICC ESR 1917. Net Uplift= 142 lb Footplate 5.25 x 2.5 x 0.075 FPD Footplate at T Post 0.47 OK 2.5 x 2.5 x 0.075 FPS at L Post Slab on Grade 5 in thick concrete with f'c=2500 psi 0.07 OK 750_psf allowable soil _bearing _pressure Column Reactions (ASD): Axial column DL= 30 lb Axial column LL= 450 lb Axial column seismic load=+/- 387 lb Net Seismic uplift= 142 lb 'FM MEDICAL-LV- 1 122 I 7--Sl1ELVING.xls Page j of 3o 8/23/2018 of Levels= 6 D= 24.0 in 120.0 in L= 48.0 in I Location Elevation Load hl=. 3.0 in 150 lb h2= 22.0 in 150 lb h3= 23.0 in 150 lb h4= 23.0 in 150 lb h5= 22.0 in 150 lb h6= 27.0 in 150 lb Structural Engineering & Design Inc. 1815 Wright Ave. Ste 200 La Verne, CA 91750 Tel: 909.5961351 Fax: 909.593.8561 By: S.P.Project: PFM MEDICAL Project#: LV-112217-6 Summary of Results Configuration: Shelving Type SlI-G: 120 in x 48 in x 24th Shelf Configuration Seismic Coeff: Ss= 1.083 S1= 0.417 Fa= 1.067 Fv= 1.583 Steel Fy= 36,000 psi Product LoadfLvl= 150 lb Dead Load/Level= 10 lb Component Summary Column AP1O L1-1/2"xl4ga 0.37 OK Beam Double Rivet Beam (DRB) 0.13 OK Beam Rivet 114" Diam Rivet x 1-1/2" Spacing 0.27 OK Anchor (1) 3/8" x 2" Embed Hilti Kwikbólt 12 per footplate 0.50 OK Special inspection is required per ICC ESR 1917. Net Uplift= 234 lb Footplate 5.25 x 2.5 x 0.075 FPD Footplate at T Post 0.51 OK 2.5 x 2.5 x 0.075 FPS at L Post Slab on Grade 5 in thick concrete with fc2500 psi 0.07 OK 750 psf allowable sail _bearing _pressure Axial column DL= 30 lb Axial column LL= 450 lb Axial column seismic load=+/- 467 lb Net Seismic uplift= 234 lb I'FM MEDICAL-LV- 1122 7--Sl1ELVlNGxI5 Page 20 of 30 .5/23/2018 rw tn; a I I h2 i I#ofLevels= 6 [ D= 24.0 in H= 120.0 in L= 96.01n I Location Elevation Load hl= 3.0 in 150 lb h2= 22.0 in 150 lb h3= 23.0 in 150 lb h4= 23.0 in 150 lb h5= 22.0 in 150 lb h6= 27.0 in 150 lb Structural Engineering & Design Inc. 1815 Wright Ave. Ste 200 La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.593.8561 By: S.P. Project: PFM MEDICAL Project#: LV-112217-6 Summary of Results Configuration: Shelving Type SH-F: 120 in x 96 in x 24 in Shelf Configuration Seismic Coeff: Ss= 1.083 S1= 0.417 Fa= 1.067 Fv= 1.583 Steel Fy= 36,000 psi Product LoadfLvl= 150 lb Dead Load/Level= 10 lb Component Summary Column AP1O Li- i/2'xl4ga 0.37 OK Beam Double Rivet Beam (DRB) 0.26 OK Beam Rivet 1/4" Diam Rivet x 1-1/2" Spacing 0.27 OK Anchor (1) 3/8" x 2" Embed Hilti Kwikbolt 12 per footplate 0.50 OK Special inspection is required per ICC ESR 1917. Net Uplift=234 lb Footplate 5.25 x 2.5 x 0.075 FPD Footplate at I Post 0.51 OK 2.5 x 2.5 x 0.075 FPS at L Post Slab on Grade 5 in thick concrete with fc=2500 psi 0.07 OK 750_psf allowable sail _bearing _pressure Axial column DL= 30 lb Axial column LL= 450 lb Axial column seismic load=+/- 467 lb Net Seismic uplift= 234 lb 'FM MEDICAL-LV- I 122 I 7--ShELVlNG.xl Page of 30 8/23/2018 8tr'uctural Engineering & Design Inc. 1815 Wright Ave. Ste 200 La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.593.8561 By: S.P. Project: PFM MEDICAL Project#: LV-112217-6 Seismic Forces Configuration: Shelving Type SH-f: 120 in x 96 in x 24 in V1= S *W/R Ss= 1.08 S1= 0.42 V3= 0.044*Sds Fa= 1.07 V4= 0.5*S1/R Fv= 1.58 Sds= 0.770 V2= [0 .4*ap*S *Ws*(1+2*z'h)/(Rp,Ip V1= 0.1926 hb Sd1= 0.440 V2= 0.1926 R=Rp= 4.00 V3= 0.0339 Ip= 1.00 M V4= 0.0000 ap= 2.5 V mj = 0.015 - z/h= 0.00 Elevation # of levels= 6 Seismic Coeff=Cs= 0.1926 Depth= 24.0 in (Either Direction) Product LL/Shlf= 150 lb C*Ip= 0.1926 DL/Shlf= 10 lb Down Aisle Seismic Shear (Longitudinal) Cross Aisle Seismic Shear (Transverse) Wlong= i*067+DL) Wtransv= E(LL*0.67+DL) = 673 lb = 673 lb V1Ofl9=VL= 0.1926 * 673 lb Vtransverse=VT= 0.1926 * 673 lb = 130 lb = 130 lb V.1-/col= 65 lb VJ2= 65 lb Summary of Reactions (See following pages) Longitudinal Column Loads Transverse Column Loads Pstatic= (LL+DL) Mlong= MT*VLJVT Pstatic DL= 35 lb Movt= 11,197 in-lb = 485 lb = 547 in-lb Pstatic 1= 450 lb Depth=D= 24 in Longitudinal Conn Moment Pseismic= Movt/D = 467 lb Mtransv=M1-= 547 in-lb Transverse Conn Moment IFM MEDICAL-LV- 1 1221 74-5hELVING.xl5 Pate 2:2. of 30 8/23/2018 Structural Engineering & Design Inc. By: S.P. Project: PFM MEDICAL Project #- LV-112217-6 Seismic Load Distribution Level Ii DL hi wi*hi Fl Fi*hi 1 1501b 10 lb 3 in 480 1.1 lb 3m-lb 2 150 lb 10 lb 25 in 4,000 9.0 lb 225 in-lb 3 150 lb 10 lb 48 in 7,680 17.3 lb 830 in-lb 4 150 lb 10 lb 71 in 11,360 25.6 lb 1,818 in-lb 5 150 lb 10 lb 93 in 14,880 33.6 lb 3,125 in-lb 6 150 lb 10 lb 120 in 19,200 43.3 lb 5,196 in-lb Sum: 900 lb 70 lb W=970 lb 57,600 130 lb 11,197 in-lb =Movt FFM MEDICAL-LV- 1 122 I 7--ShELVING.xIs Page %) of -30 8/23/2018 7 Structural Engineering & Design Inc. By: S.P. Project: PFM MEDICAL Project#: LV-112217-6 Determine effective loading to double rivet moment resisting beams Vlong= 130 lb Vcol= 65 lb Vlong= 130 1b Vcol= 65 lb Longitudinal Direction Transverse Direction Qty Dbl Rivetl I Qty Dbl Riveti 1$iIIA1ilI max: 547 in-lb max: 547 in-lb 'FM MEDICAL-LV- 1 122 7--5hELVING.xI5 Page of 30 8/23/2018 Structural Engineering & Design inc. 1815 Wright Ave. Ste 200 La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.593.8561 By: S.P. Project: PFM MEDICAL Project #- LV-112217-6 Transverse Column Loads (Weak Axis Bending) Configuration: Shelving Type SH-F: 120 in x 96 in x 24 in Net Section Properties Column= AP10 1-1-1/2"xl4ga Aeff = 0.358 in A2 Qf= 1.67 Ix (downaisle) = 0.148 inA4 E= 29,500 ksi Sx (downaisle) = 0.099 in A3 b= 1.0 rx (downaisle) = 0.642 in cmx= 0.85 1 1/2' ly (crossaisle) = 0.087 in"-4 Kx = 1.0 Sy (crossaisle) = 0.090 in A3 Lx = 27.0 in I "—+.--1 . 1... ry (crossaisle) = 0.494 in Ky = 1.0 '-1 1/2 /2.' Fy= 36 ksi Ly= 27.0 in Axial DL= 35 lb Axial 11= 450 lb Pseismic= 467 lb Loads Load Case: (Fully Loaded) Axial=P= DL+0.75LL+0.75*0.7*Pseismic = 618 lb Moment=My= 547 in-lb Axial Analysis KxLx/rx = 1*27'/0.642' = 42.1 Fe= n'2E/(KL/r)max"2 = 97.5ks1 Pn= Aeff*Fn = 11,698 lb P/Pa= 0.10 < 0.15 KyLy/ry = 1*27/0.494 = 54.7 Fy/2= 18.0 ksi Qc= 1.92 Fe > Fy/2 Fur Fy(1-Fy/4Fe) = 36 ksi*[136 li/(4*97.5ksi)] = 32.7 ksi Pa= Pn/Qc = 11698 I b/1.92 = 6,093 lb Bending Analysis Check: P/Pa ± My/May 1.0 Pflor Ae*Fy Pao= Pno/Qc Myield=My= Sy*Fy = 0.358 in"Z *36000 psi = 128881b/1.92 = 0.09in"3 * 36000 psi = 12,888 lb = 6,713 lb = 3,240 in-lb May= My/Of Pcr= n"2E1/(KL)max"2 = 3240 in-lb/1.67 = n/2*29500000 psi/(1*27 in2 = 1,940 in-lb = 59,109 lb i.i= {1/[ 1(Qc*PJPcr)]}7s1 = {1/[1(1.92*618 lb/59109 Ib)]}"1 = 0.98 Combined Stresses (618 lb/6093 lb) + (547 in-lb/1940 in-lb) = 0.37 < 1.0, OK (EQ C5-3) 'FM MEDICAL-LV- 1122 I 7-G-SIIELVING.xls Pa 9e 1 of 30 6/23/2018 Str1ur-tural Engineering & Design inc. 1815 Wright Ave. Ste 200 La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.593.8561 By: S.P. Project: PFM MEDICAL Project #: LV-112217-6 Longitudinal Column Loads (Strong Axis Bending) Configuration: SheMng Type SH-F: 120 in x 96 in x 24 in Net Section Properties Column= AP10 L1-1/2"xl4ga Aeff = 0.358 in A2 f1f= 1.67 Ix (downaisle) = 0.148 inA4 E= 29,500 ksi Sx (downaisle) = 0.099 in A3 Cb= 1.0 rx (downaisle) = 0.642 in ly (crossaisle) = 0.087 in"4 cm= 0.85 Kx = 1.0 1 1/2" Sy (crossaisle) = 0.090 in"3 Lx = 27.0 in I . ry (crossaisle) = 0.494 in Ky = 1.0 '-1 1/2"—)'---1 1/2" Fy= 36 ksi Ly = 27.0 in Axial DL= 35 lb Axial LL= 450 lb Pseismic= 0 lb Loads Load Case: (Fully Loaded) Axial=P= DL+0.75LL+0.75*0.7*Pseismic = 373 lb Moment=Mx= 547 in-lb Axial Analysis KxLx/rx = 1*27/0.642' = 42.1 = = 97.5ksi Pn= Aeff*Fn = 11,698 lb P/Pa= 0.06 < 0.15 KyLy/r./ = 1*27'/0.494' = 54.7 Fy/2= 18.0 ksi !Qc= 1.92 Fe > Fy/2 Fn= Fy(1-Fy/4Fe) = 36 ksi*[136 j/(4*975 ksi)] = 32.7 ksi Pa= Pn/Qc = 11698 lb/1.92 = 6,093 lb Bending Analysis Check: P/Pa + My/May s 1.0 Pno= Ae*Fy Pao= Pno/ac Myield=My= Sx*Fy = 0.358 in"2 *36000 psi = 128881b/1.92 = 0.099 in-,"3 * 36000 psi = 12,888 lb = 6,713 lb = 3,564 in-lb May= My/Qf Pcr= nA2EI/(KL)max2 = 3564 in-lb/1.67 = nA2*29500000 psi/(1*27 in)A2 = 2,134 in-lb = 59,109 lb p= {1/[1(Qc*P/Pcr)]}/_1 = {1/[1.(1.92*373 lb/59109 lb)]}'-1 = 0.99 Combined Stresses (373 lb/6093 lb) + (547 in-lb/2134 in-lb) = 0.31 < 1.0, OK (EQ C5-3) 'FM MEDICAL-LV- 1 122 I 7-C-5hELVING.x15 page 26 of 30 8/23/201 (5 f d nn Rivet Beam Beam to Column S 3 tructural Engineering & Design Inc. 1215 Wright Ave. Ste 200 La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.593.8561 By: S.P. Project: PFM MEDICAL Project#: LV-112217-6 Double Rivet Beam Configuration: Shelving Type SH-F: 120 in x 96 in x 24 in Beam Type= Double Rivet Beam (DRE) Ix= 0.2030 inA4 Sx= 0.122inA3 Fy-beam= 36,000 psi Shelf Span=L= 95 in Pownaisle bear,, A A A A A A A , owr,a isle bears, Shell Plan View 55 Dbl Rivet Bear,, Check Beam Bending Check Beam Deflection Shelf DL= 10 lb Shelf 11= 150 lb E= 29,500,000 psi Shelf LL+DL= 160 lb Load=w=LL*0.67/(2*L)= 7.2 plf D= 5*w*L4I(384*E*Ix) = 0;1097 in M= w * LA2/8 = 677 in-lb Dallow= L/140 = 0.68 in OK fb= M/Sx = 5,548 psi Fb= 0.6 * Fy 21,600 psi fb/Fb= 0.26 OK Check DRB Beam Rivets For Static + Seismic Loads Check load case: DL+0.75LL + 0.75*0.7*Mseismic Rivet Spacing=d= 1.5 in tmin= 0.075 in Rivet diameter= 0.25 in Fu= 58,000 psi Fy-rivet= 36,000 psi Max Conn. Moment=Mc= 547 in-lb W= (LL''0.75+DL)/4 Mc*0.7*0.75=M= 287 in-lb = 31 lb C= M/d = 191 lb Shear Capacity= Rivet Area * 0.4 * Fy-rivet = [(0.25 in)A2 * p1/4] * 0.4 * 36000 Ps = 707 lb Bearing Capacity= Rivet Diam * tmin * Fu * 1.2 = 1,305 lb Effective Shear= [(W/2)"2 + C"2]"0.5 = 1921b OK PFM MEDICAL-LV- 1 122 I 7-C-ShELVlNG.xls Page 217 of 30 8/23/2018 -( i_ '" - ..)tructuraI Engineering & Design Inc. 1815 Wright Ave. Ste 200 La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.593.8561 By: S.P. Project: PFM MEDICAL Project#: LV-112217-6 Anchors Configuration: Shelving Type SH-F: 120 in x 96 in x 24 in Check load case: 0.913 + 0.9*0.6711 + V Loads Vtrans=V= 130 lb DL/Frame= 70 lb LL/Frame= 900 lb Frame Depth=D= 24.0 in Wst=(0.9*DL+ 0.9*0.67LL)total= 606 lb l-ftop-M= 120.0 in LL ©TOP= 1501b # Levels= 6 DL/Lvl= 10 lb # Anchors per col.= 1 DL*0.90= 9 lb T Lateral Ovt Forces=L(Fl*hi)*1.15= 12,877 in-lb I1 SIDE ELEVATION Fully Loaded rack Vtrans= 130 lb Movt= (FI*hi) Mst= Wst * D/2 Net Uplift=T= (Movt-Mst)/D = 12,877 in-lb = 606 lb * 24 in/2 •= (12877 in-lb - 7272 in-4b)124 in = 7,272 in-lb = 234 lb Top Level Loaded Only Critical Level= 6 Vtop= Cs * LLtop Vtop= 0.193 * 150 lb = 29 lb Mst= 0.6*(LLtop) *D/2 = (150 lb*0.6) * 24 in/2 = 1,080 in-lb Hgt © Lvi 6= 120.0 in Movt= Vtop*Htop*1. 15 = 29 lb * 120 in * 1.15 = 4,002 in-lb Net Uplift=T= (Movt-Mst)/D = (4002 in-lb - 1080 in-lb)/24 in = 122 lb Anchor I Net Seismic Max Uplift= 1234 LB Check (1) 3/8" x 2" Embed Hilti Kwikbolt TZ anchor(s) per footplate ** Special inspection is required per ICC ESR 1917. Pullout Capacity=Tcap= 500 lb Shear Capacity=Vcap= 500 lb Phi= 1.00 Tcap*Phi= 500 lb Vcap*Phi= 500 lb Fully Loaded: Top Level Loaded: (234 lb/500 lb)A1 + (65 lb/500 lb)A1 = 0.60 <= 1.2 OK (122 lb/500 lb)"l + (15 lb/500 [b)/,l = 0.27 <= 1.2 OK 'FM MEDICAL-LV- 1 122 I 7--ShELVlNG.xIs Facje 72 of Q 8/23/2018 - tructuraI Engineering & Design Inc. 1215 Wright Ave. Ste 200 La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.593.8561 By: S.P. Project: PFM MEDICAL Project #- LV-112217-6 Base Plate Configuration: Shelving Type SH-F: 120 in x 96 in x 24 in Section Actual base plate for Post is 5.25 in x 2.5 in x 14 ga, but a smaller area is considered to be effective due to the rigidity limitations of the baseplate Width=B = 3.00 in Depth=D = 2.00 in Plate Thickness=t = 0.075 in Cross Aisle Loads Column Width=b = 3.000 in Column depth=b = 1.500 in L = 0.50 in Fy = 36,000 psi Axial DL= 35 lb Axial L= 450 lb Pseismic= 467 lb L = Base Plate Depth-Col Depth = 0.50 in fa = P/A = P/(D*B) = 103 psi Sbasefin = (1)(t"2)/6 = 0.001 in"31in f'oIF'o = M/[(S-plate)(Fb)] = 0.51 OK DL+0.75L1 + 0.75*0.7*Pseismic= 618 lb M= wL"212= fa*L2/2 = 13 in-lb/in Fbase = 0.75*Fy = 27,000 psi Tj H° 0 01 11/? !I4 1 0 O F3 CONNECT TO UPRIGHT CONNECT TO UPRiGHT W1 (1) I/4'TEKSCREW W/( 1/4'TEKSCREWS T11 > 0 FPS FPD FFM MEDICAL-LV- 1 122 I 7--ShLVING.,cIs race of 30 8/23/2018 G., -P .' tructural Engineering & Design Inc. 1815 Wright Ave. Ste 200 La Verne. CA 81750 Tel: 909.596.1351 Fax: 909.593.2561 By: S.P. Project: PFM MEDICAL Project #: LV-112217-6 Slab on Grade Configuration: Shelving Type SH-F: 120 in x 96 in x 24 in Concrete fc= 2,500 psi tslab=t= 5.0 in phi=ø= 0.60 Soil fsoil= 750 psf Movt= 11,197 in-lb Frame depth= 24.0 in I4-*I I Ii X - y Hc - J JI SLAB ELEVATION Baseplafe Plan View Base Plate B= 3.00 in width=a= 3.00 in eff. baseplate width=c= 3.00 in D= 2.00 in depth=b= 1.50 in eff. baseplate depth=e= 2.00 in Load Case 1: Product + Seismic Product DL= 35 lb P-seismic=E= Movt/Frame depth (Strength Design Loads) Product LL= 450 lb = 467 lb Pu= 1.2DL + 1.OLL + 1.0*E Fpunct= 2.66*phi*sqrt(fc) = 889 lb = 79.8 psi Apunct= [(c+t)+(e+t)]*2*t fv/Fv= Pu/(Apunct*Fpunct) = 150.0 in"2 = 0.07 <1.0 OK Asoil= (P*144)/(fttjil) = 171 in A2 x= (L-y)/2 = 0.3 in Fb= 5*(phi)*(f'c)Ao.5 = 150. psi Load Case 2: Static Loads L= (Asoil)AO.5 = 13.08 in M= w*xfS2/2 = (fsoil*x2)/(144*2) = 0 in-lb y= (c*e).0.5 + t*2 = 12.4 in S-slab= 1*t2/6 = 4.17 in"3 fo/Fb= M/(5slab*Fb) = 0.00 <1.00K DL= 35 lb 11= 450 lb Pu= 1.2*DL + 1.6*LL S Fpunct= 2.66*phi*sqrt(fc) = 6991b = 79.8 psi Apunct= [(c+t)+(e4t)]*2*t fv/Fv= Pu/(Apunct*Fpunct) = 150 in-,2 = 0.06 <1.0 OK Slab Bending Asoil= (Pu*144)f(fsoil) L= (Asoil)-0.5 y= (c*e)Ao.5 + t*2 = 134 in"2 = 11.58 in = 12.4 in x= (L-y)/2 M= w*x/¼2/2 S-slab= 1*tA2/6 = 0.0 in = (fsoil*x2)/(144*2) = 4.17 inA3 fj,_ 5*(phi)*(fc)A05 = 0 in-lb fb/Fb= M/(SsIab*Fb) = 150. oSi = 0.00 <1.0.0K FM MEDICAL-LV- 1 122 7--St1ELVING.xI5 Pace 30 of 3,0 8/23/2018 01 M. SAN DIEGO REGIONAL I - OFFICE USE ONLY HAZARDOUS MATERIALS IPLAN CHECK # RECORD ID# Od OccC ' QUESTIONNAIRE BT( Business Name Business Contact Telephone # PFM Medical Julie Haight Y4 760-758-8749 X90~ Project Address City State Zip Code I APN# 1916 Palomar Oaks Way, Suite 150 Carlsbad CA 92008 I Mailing Address City State Zip Code Plan File# Project Contact Applicant E-mail Telephone # BiraSigueira bira(cssyes.com 619-793-8120 rho following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT — HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required _for prolectswithintheCityofSan qQ): Indicate by circling the Item, whether,'your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Explosive or Blasting Agents Compressed Gases Flammable/Combustible Liquids Flammable Solids Facility's Square Footage (including proposed project): Organic Peroxides 9. Water Reactives 13, Corrosives 5. Oxidizers 10. Cryogenics B....,Other Health Hazards 7. Pyrophorics 11. Highly Toxic or Toxic Materials (f5 ,None of These. B. Unstable Reactives 12. Radioactives Call (858) 505-6700 prior to the issuance of a building permit. - FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES N (for new construction or remodeling projects) 12 li Is your business listed on the reverse side of this form? (check all that apply). 0 0 Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 0 Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 , Will your business use an existing or install an underground storage tank? 0 , Will your business store or handle Regulated Substances (CalARP)? 0 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 L!J Will your business store petroleum In tanks or containers at your facility with a total facility storage capacity equal to or greater than 1.320 gallons? (California's Aboveground Petroleum Storaae Act). If the answer to any of the Diego, CA 92123. 0 CalARP'Exempt Date Initials C1 CalARP Required Date Initials - 0 CalARP Complete Date Initials PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT(APCD): Any YES answer requires a stamp from APCD 10124 Old Grove Road, San m Diego, CA 92131 apcdcopCsdcounty.ca.gov (858) 586-2650). [*No stamp required if Qi 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.] YES NO' 0 Will the project disturb 160 square feet or more of existing building materials? 12 Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 0 0 (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. 0 121 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (vw'.wsdapcd.org/infolfacts/l)ermits.pdf) for typical equipment requiring an APCD permit. 12 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary Briefly describe business activities: I Briefly describe proposed project: I declare ii der enalt f prju that to the best of my knowledge and belief 1)4 r sponse made herein are true and correct. . Name of Owner or Authorize Agent Stgnat re of Owner1or Authorized Agent Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: FOR OF1CAL USE ONLY: BY: DATE: /I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-t1MD APCD COUNTY-HMD APCD COUNTY.HMD APCD , stamp in mis vox only exempts ousinesses irom completing or upoaitng a hazaraous Materials business man. Other permitting requirements may still apply. HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division