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Home My WebLink About1905 ASTON AVE; ; CBC2023-0338; PermitBuilding Permit Finaled C cityof Carlsbad Commercial Permit Print Date: 03/18/2025 Job Address: 1905 ASTON AVE, CARLSBAD, CA 92008-7393 Permit Type: BLDG-Commercial Work Class: Parcel#: 2121201300 Track#: Valuation: $33,413.00 Lot #: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Description: IMPLANT INNOVATIONS: INSTALLATION OF STORAGE RACKS Applicant: QUALITY MATERIAL HANDLING INCORPORATE JULIE DARR 10156 SHARON CIR RANCHO CUCAMONGA, CA 91730-5300 (626) 812-9722 FEE BUILDING PLAN CHECK Property Owner: ADVANCED BIOLOGICS LLC 1905 ASTON AVE, # STE 101 CAR LSBAD, CA 92008-7393 (800) 272-0267 BUILDING PLAN REVIEW-MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) COMM/IND Tl -NON-STRUCTURAL SB1473 -GREEN BUI LDING STATE STANDARDS FEE STRONG MOTION -COMMERCIAL (SMIP) Tenant Improvement Permit No: Status: CBC2023-0338 Closed -Finaled Applied: 10/17/2023 Issued: 03/20/2024 Finaled Close Out: 03/18/2025 Final Inspection: 08/22/2024 INSPECTOR: Kersch, Tim Contractor: QUALITY MATERIAL HANDLING INC 10156 SHARON CIR RANCHO CUCAMONGA, CA 91730-5300 (626) 812-9722 AMOUNT $318.50 $197.00 $104.00 $1,046.92 $2.00 $9.36 Total Fees: $1,677.78 Total Payments To Date: $1,677.78 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Fai lure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the stat ute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check Cls(2023.·-c).s~~ Est. Value ~.3:S 1'+1.S PC Deposit ..j;319.5 D Date I O /J 7 f .2. 3. I Job Address._~~---'-.;...._;-,-~~..i..:i:..;:::;.._,--,---·Suite: ____ APN: Z / c6, -JrJ0-13 Tenant Name #:_-+"~,........~:;.....---=~-..;_.:i:.:.... ____ .Lot #: (tJ3 Year Built: __ fi ... 'C/9_q ____ _ Year Built: ___ Occupancy:..$.JJ..L Construction Type: l! \-B Fire sprinklers:Q1°ESON0 1 A/C:QYES{ONo BRIEF DESCRIPTION OF WORK: Stv~ ~~ D Addition/New: ___________ New SF and Use, _________ New SF and Use ______ SF Deck, ______ SF Patio Cover, SF Other (Specify) ___ _ l'.)gTenant Improvement: ____ SF, Existing Use: --'-i_t._fv ____ Proposed Use: ) f;f {J ____ SF, Existing Use: Proposed Use: _____ _ D Pool/Spa: ____ SF Additional Gas or Electrical Features? __________ _ D Solar: ___ KW, ___ Modules, Mounted: 0 Roof 0 Ground D Re roof: ________________________________ _ D Plumbing/Mechanical/Electrical Oother: ________________________________ _ APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all Cit • ces and State laws relating to building construction. NAME (PRINT): JVit,.,\~ D~ 1635 Faraday Ave Carlsbad, CA 92008 SIGN:_...::::::,:;.~:::::...._ ___ DATE: ID f / ol-3 Email: aJ dingdcarlsbadca.gov REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: _c_sc_20_2J_-0_33_a ___ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: lherebyaffirmunderpenaltyofperjurythatlamlicensedunderprovisionsofChapter9(commencingwithSection7000)ofDivision3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): D1 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo .. ______________________________________ _ -OR-(!11 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit ls issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: travelers Property Casualty Co of Amenca Policy No. UB3W7255062314G Expiration Date: _21_1_,2_s _____________ _ -OR- Ocertificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage ls unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ____________________ Lender's Address: ____________________ _ CONTRACTOR CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): JULIE DARR Note: If the person signing above Is an authorized agent for the contractor provide a let of authorization on contractor letterhead. -OR - (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: q 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. 44, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or Improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- 01, 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). -OR-□1 am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM 8-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in Its entirety by licensed contractors. I understand that a capy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http:I/www.leginfo.ca.gov/ calaw. html. OWNER CERT/FICA TION: /certify that I have read the applicationandstate that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): SIGN: __________ DATE: ______ _ Note: If the person signing above is an authorized agent for the property owner include form B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 07/21 SO CAL INSPECTIONS, INC. 3783 Sierra Ave• Norco, CA 92860 Phone(951)203-9701 Fax (626) 917-8739 Email: Admin@SoCalinspectionsinc.com TYPE OF □ Reinforced Concrete INSPECTION □ Post Tensioned Concrete REQUIRED □ Structural Masonry Job Address 1905 Aston Ave. Job Name Implant Innovations Type of Structure Warehouse Matenal Descnptlon (type, grade, source) ½" Hilti Kwikbolt TZ Wedge Anchor Bolt Inspectors Name Robert McGetrick AWS/CWI-ICBO/ICC ALL CITIES & JURISDICTIONS INSPECTION & MATERIAL TESTING I Job Number I Date 05/01/24 □ Structural Steel Assembly □ Quality Control □ Fireproofing □ Epoxy Anchors □ Asphalt [8] Other CHy Carlsbad, CA Permit Number I Issued By City of Carlsbad ArchHect N/A Engineer Structural Engineering and Design Contractor QMH Subcontractor INSPECTION SUMMARY -LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE AND IDENTIFICATION NUMBERS OF SAMPLES TAKEN. STRUCTURAL CONNECTIONS (WELD MADE H.T. SOL TS TORQUED\ CHECKED ETC. Wedge Anchor Bolt: Verified that (112) ½" Hilti Kwikbolt TZ wedge anchor bolts @ (2) bolts per baseplate were Installed with 3¼" embedment for all bolts. Wedge anchor bolts were installed into concrete floor and secured racks to floor. Checked torque on nuts to ensure compliance to ESR #1917. Torque met the min 40 ft-lbs per specification. Weather -65° F and partly sunny SAMPLES rn111rs:iETE I Mn~TAD I r.ll'll'!IT I ~ UC! 7 '° T I I I I PAGE 1 OF 1 TIME IN TIMEOUT REG. HOURS OT 1.5X OT2X ----10:00 4 CERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the reported work, unless otherwise noted, is in conformance with the approved plans, specifications, and All Inspections based on a minimum of 4 hours. Over 4 hours= 8 hours minimum. applicable sections of the governing building laws. Any Inspections extending past noon will be dlarged as an 8 hour minimum. APPROVED BY: ICC 8273280 PROJECT SUPERINTENDENT Signature of Special Inspector Certification Number Building Permit Inspection History Finaled {cityof Carlsbad PERMIT INSPECTION HISTORY for (CBC2023-0338) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 10/17/2023 Owner: ADVANCED BIOLOGICS LLC Issue Date: 03/20/2024 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Closed -Finaled Expiration Date: 02/18/2025 Address: 1905 ASTON AVE CARLSBAD, CA 92008-7393 IVR Number: Scheduled Actual Inspection Type Inspection No. Date Start Date 08/22/2024 08/22/2024 BLDG-14 258724-2024 Tuesday, March 18, 2025 Frame/Steel/Bolting/We lding (Decks} Checklist Item BLDG-Building Deficiency COMMENTS BLDG-Final Inspection 258725-2024 Checklist Item COMMENTS BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 52628 Inspection Primary Inspector Reinspection Inspection Status Passed Tim Kersch Complete Passed Yes Passed Tim Kersch Complete Passed Yes Yes Yes Yes Yes Page 1 of 1 Structural Engineering cE. Design, Inc. 1815 Wright Ave La Verne, CA 91750 Phone: 909.596.1.351 Fox: 909.596.7186 Project Name: IMPLANT INNOVATIONS Project Number: 23-1009-9 Dote : 10/12/23 Street Address: 1905 ASTON AVE, STE 101 Clty/Stote : CARLSBAD, CA 92008 Scope of Work: STORAGE RACK 1/16/24 > ,_ -0 I . Structur~I ! Engineering & Design Inc. 1815WriqhtAve La Verne, CA91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: IMPLANT INNOVATIONS TABLE OF CONTENTS 1ltle 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 ............................................................................................. .. TYPE4 Page .:l of '-' 2 3 4 5 to 6 7 8 to 9 10 11 12 13 14 -) ' Project #: 23-1009-9 10/10/2023 Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Te!: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: IMPLANT INNOVATIONS Project #: 23-1009-9 Design Data 1) Toe analyses herein conforms to the requirements of the: 2021 IBC Section 2209 2022 CBC Section 2209 ANSI MH 16.1-2012 SpedRcations for the Design of Industrial Steel Storage Racks "2012 RMI Rack Design Manual" ASCE 7-16, section 15.5.3 2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=SS ksl Longitudinal frame beam and connector·steel conforms to ASTM A570, Gr .55, with minimum yield, Fy=SS ksi All other steel conforms t:o ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksl 3) Anchor bolts shall be provided by Installer per ICC reference on plans and calculations herein. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed In shop, with no field welding allowed other than those supervised by a licensed deputy Inspector. 5) Toe existing slab on grade Is 6" thick with minimum 2500 psi compressive strength. Allowable Soll 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 Frama- Helght TYPE4 A ~ Bwn t:=IJ::;::::/== ·==ll=l====IJ &am ler;gdi Runt Vlev,1 !)own At;e (l..ongitydinal mroe Omnn Page~ of f ..{, ~=~ Sedlq,r) A: Oms A191e- Cf!ilim'trse ) flame lbimntal ltillOI!! 1011012023 Structura·, Engineering & Design Inc. 1815 Wfight Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: IMPLANT INNOVATIONS Project #: 23-1009-9 Configuration & Summary: TYPE 4 SELECTIVE RACK -4-18" ~ 18" -->f.:-- 18" -->f.:-- 18" ......,_ 18" 192" --"le--18" -"I.-- 18" -+-18" --"I.- 18" ~ 18" 192" **RACK COLUMN REACTIONS ASOLOAOS MJAL DL=: 375 lb AXIAL LL= 7,500 lb SEISMIC AXIAL Ps=+/-6,187 lb BASE MOMENT= 0 In-lb I .}--96'' ----+ Seismic Criteria # Bm Lvls Frame Depth Frame Height # Di onals Beam Length Frame Type Ss=0.992, Fa=l.2 10 36 In 192.0 in 3 96In Double Row Component Description STRESS Column Fy=SS ksl Mecalux 314 3.0"x2.69"x0.070" P=7875 lb, M=9000 In-lb 0.73-OK Column & Backer None None None N/A Beam Fy:55 ksi Intlk 36E 3,656Hx2.75Wx0.059''Thk Lu=96 in I Capacity: 4163 lb/pr 0.36-OK Beam Connector Fv=SS ksl Lvl 1: 3 Tab OK I Mconn=5655 In-lb I Mcap=8828 In-lb 0.64-OK Brace-Horizontal F-v=SS ksl Mclx C456 Sgl 1.7953x1.378x16ga(U31x) 0.29-OK Brace-Diagonal Fy=55 ksi Mclx C456 Sgl 1.7953x1.378x16ga(U31x) 0.56-OK Base Plate Fv=36 ksl 7 .283x5.118x0.394 I Fixity= 0 In-lb 0.85-OK Anchor 2 per Base 0.5'' x 3.25" Embed HILTI TZ2 ESR 4266 Inspection Reqd (Net Seismic Upllft=192 lb) 0.175-OK Slab&So11 6" thk x 2500 psi slab on grade. 750 psf Soll Bearing Pressure 0.92-OK Level I Load** I Story Force I Story Force Column I Column I Conn. Beam Per Level BeamSDca Brace Transv Longit. Axial Moment Moment Connector 1 1,500 lb 18.0 In 32.0 In 39Ib 22 Ib 7,875 lb 9,000 "# 5,655 "# 3TabOK 2 1,500 lb 18.0 In 64.0 in 78Ib 44 Ib 7,088 lb 5,302 "# 4,292 "# 3TabOK 3 1,500 lb 18.0 in 78.0 In 117 lb 66Ib 6,300 lb 5,106 "# 4,120 "# 3TabOK 4 1,500 lb 18.0 In 156Ib 87Ib 5,513 lb 4,811 "# 3,879 "# 3TabOK 5 1,500 lb 18.0 In 195Ib 109Ib 4,725 lb 4,418 "# 3,570 "# 3Tab OK 6 1,500 lb 18.0 In 234Ib 131 lb 3,938 lb 3,927 "# 3,192 "# 3TabOK 7 1,500 lb 18.0 In 273Ib 153Ib 3,150 lb 3,338 "# 2,745 "# 3TabOK 8 1,500 lb 18.0 In 312Ib 175Ib 2,363 lb 2,651 "# 2,230 "# 3Tab OK 9 1,500 lb 18.0 In 351 lb 196Ib 1,575 lb 1,866 "# 1,646 "# 3Tab OK 10 1,500 lb 18.0 In 390Ib 218Ib 788Ib 982 "# 993 "# 3TabOK ** Load deflned es product weight per pair of beams Total: 2,143 lb 1,200 lb I -I ~ pra or d/, """~ ( "°""''h style ) TYPE4 Page ~ of f ,& 10/1012023 Structur~I Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: IMPLANT INNOVATIONS Seismic Force11 ConflguratJon: 1YPE 4 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· 16 sec 15.5.3 Transverse (Cross Aisle} Seismic Load V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) Csl= Sds/R = 0.1984 Cs2= 0.044*Sds = 0.0349 Cs3= 0.5*51/R = 0.0451 Cs-max= 0.1984 Cs-max* Ip= 0.1984 Vm1n= 0.015 Eff Base Shear=Cs= 0.1984 Wsc (0.67*Pl.itF1 * PL)+DL (RMI 2.6.2) "' 10,800 lb Vtransv=Vt= 0.1984 * (750 lb+ 10050 lb) Base Shear Coeff=C.= 0.1984 Etnln11Yeree= 2,143 lb Limit Statm LtJnl nan-•omit: 11MJ11r ,ur •flrlght Level PRODUCT LOAD P P*0.67*PRFI DL hi wl*hl 1 1,500 lb 1,005 lb 75 1b 181n 19,440 2 1,500 lb 1,005 lb 751b 361n 38,880 3 1,500 lb 1,005 lb 751b 54in 58,320 4 1,500 lb 1,005 lb 751b 721n 77,760 5 1,500 lb 1,005 lb 75 1b 90 In 97,200 6 1,500 lb 1,005 lb 751b 1081n 116,640 7 1,500 lb 1,005 lb 751b 1261n 136,080 8 1,500 lb 1,005 lb 751b 144in 155,520 9 1,500 lb 1,005 lb 751b 162in 174,960 10 1,500 lb 1,005 lb 751b 1801n 194,400 sum: P=15000lb 10,050 lb 750 1b W=10800 lb 1,069,200 Lon tudinal Downaisle Seismic Load Project #: 23-1009-9 Ss= 0.992 51= 0.361 Fa= 1.200 Fv= 1.939 Sds=2/3*5s*Fa= 0.794 Sd1=2/3*51 *Fv= 0.467 Ca=0.4*2/3*5s*Fa= 0.3174 (Transverse, Braced Frame Dir.) R= 4.0 Ip= ,,..1...,.0 __ .,..., PRFl = ,.1 .... 0 __ _ Pallet Helght=hp= 48.0 In DL per Beam Lvl= 75 lb Fl Fi* hl+h /2 39.0 lb 1,638-# 77.9 lb 4,674-# 116.9 lb 9,118-# 155.9 lb 14,966·# 194.8 lb 22,207-# 233.8 lb 30,862-# 272.7 lb 40,905-# 311.7 lb 52,366-# 350.7 lb 65,230-# 389.6 lb 79,478-# 2,143 lb !=321,445 Similarly f'or longitudinal seismic loads, using R=6,0 Ws= (0.67 * Pl.itr-.z * P) + DL PRF2= 1.0 Csl=Sdl/(P'R)= 0.1111 = 10,800 lb (Longitudinal, Unbraced Dir.) R= 6.0 Cs2= 0.0349 Cs=Cs-max*Ip= 0.1111 T= 0.70 sec Cs3= 0.0301 Vlong= 0.1111 * (750 lb + 10050 lb) Cs-max= 0.1111 Elongitudlnal= 1,200 lb Unit StJrtu Laro/ ton(llt s,lllllk .,,.,,, ,,., uprf//ht Level PRODUC LOAD P P*0.67*PRF2 DL hi wl*hi A Eron±.. \lli:_,y 1 1,500 lb 1,005 lb 75 lb 18in 19,440 21.8 lb 2 1,500 lb 1,005 lb 751b 361n 38,880 43.6 lb 3 1,500 lb 1,005 lb 75 1b 541n 58,320 65.5 lb 4 1,500 lb 1,005 lb 75 1b 721n 77,760 87,3 lb 5 1,500 lb 1,005 lb 751b 901n 97,200 109.1 lb 6 1,500 lb 1,005 lb 75 1b 1081n 116,640 130.9 lb 7 1,500 lb 1,005 lb 75 1b 1261n 136,080 152.7 lb 8 1,500 lb 1,005 lb 75 lb 144 In 155,520 174.5 lb 9 1,500 lb 1,005 lb 75 lb 162in 174,960 196.4 lb 10 1,500 lb 1,005 lb 751b 180 In 194,400 218.2 lb sum: =========1=0=,0=5=0 =lb===7=50=1=b==W====10=8=00=1=b====1=,0=6=9'=20=0=====1=,2=0=0=1b========= TYPE4 Page§ of H:, 10/10/2023 Structur~I Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: IMPLANT INNOVATIONS Downaiale Seismic Loads Configuration: lYPE 4 SELECTIVE RACK Determine the story moments by applying portal analysis. The base plate Is assumed to provide no fixity. Seismic Story Forces Vlong= 1,200 lb Vcol=Vlong/2= 600 lb F1=-221b F2= 441b F3= 66 lb Seismic Story Moments TypJc•I lt•m• m~<I• Ttlbuqty •••~ ofiwo column, ol"r,cklt,me"" , I I .. ~~~:~~:~ I I ---~~~:~~:~ i--96' --I , ________ , f.tl>nti'.kw Conceptual System Project #: 23-1009-9 mJlkw Mbase-max= 0 In-lb Mbase•v= (Vcol*hleff)/2 <=== Default capacity hl-eff= hl -beam dip helght/2 = 15 In = 4,500 In-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 0 In-lb PINNED BASE ASSUMED M 2-2= [Vcol-(Fl)/2] * h2 M 1-1= [Veal* hleff]-Mbase-eff = (600 lb * 15 ln)-0 In-lb = [600 lb -21.8 lb]*18 ln/2 = 9,000 In-lb Msels= (Mupper+Mlower)/2 Mseis(1-1)= (9000 in-lb+ 5302 ln-lb)/2 = 7,151 In-lb LEVEL hi Axial Load 1 18 In 7,875 lb 2 181n 7,088 lb 3 181n 6,300 lb 4 . 18 in 51513 lb 5 181n 4,725 lb 6 18 in 3,938 lb 7 181n 3,150 lb 8 181n 2,363 lb 9 181n 1,575 lb 10 18 in 788 lb = 5,302 in-lb Msels(2-2)= (5302 In-lb+ 5106 ln-lb)/2 = 5,204 in-lb Summary of Forces Column Moment** Mselsmic** Mend-flxi 9,000 In-lb 7,151 in·lb 927 In-lb 5,302 In-lb 5,204 In-lb 927 ln•lb 5,106 In-lb 4,958 In-lb 927 In-lb \ 4,811 in-lb 4,615 in-lb 927 In-lb I 4,~18 In-lb 4,173 In-lb 927 in-lb 3,927 in-lb 3,633 in-lb 927 In-lb 3,338 In-lb 2,995 in-lb 927 in-lb 2,651 in-lb 2,258 In-lb 927 in·lb 1,866 In-lb 1,424 ln·lb 927 In-lb 982 In-lb 491 In-lb 927 in-lb Mconn= (Mselsmic + Mend-flxlty)*0.70*rho Mconn-allow(3 Pin)= 8,828 In-lb **all moments based on limit states level loading TYPE4 Page ( of Jl, Veal 7~trl==========nJb, h2 h1 Beam to Column Elevation rho= 1.0000 Mconn** Beam Connector 5,655 In-lb 3 Tab OK 4,292 In-lb 3Tab OK 4,120 in-lb 3Tab OK 3,879 in-lb 3TabOK 3,570 in-lb 3TabOK 3,192 in-lb 3TabOK 2,745 In-lb 3 Tab OK 2,230 in-lb 3Tab OK 1,646 In-lb 3TabOK 993 in-lb 3TabOK 10/10/2023 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: IMPLANT INNOVATIONS Project #: 23-1009-9 Column (Longitudinal Loads) Configuration: TYPE 4 SELECTIVE RACK Section Properties Section: Mecalux 314 3.0"x2.69"x0.070" Aeff = 0.538 ln"2 Ix= 0.765 ln"4 Sx = 0.510 ln"3 rx = 1.190 In Qf= 1.67 Iy = 0.464 in"4 Sy= 0.307 ln"3 ry = 0.928 in Fy= 55 ksl Kx = 1.7 r 3.0001n -1 Cmx= 0.85 E= 29,500 ksl Loads Considers loads at level 1 COLUMN DL= 375 lb Critical load cases are: RMI Sec 2.1 Lx = 16.2 in Ky= 1.0 Ly= 32.0 In Cb=-1.0 ----,--I 2.690 In J_ 0.070 In COLUMN PL= 7,500 lb Meal= 9,000 in-lb Sds= 0.7936 Load case S:: (1 +o.10S*Sds)D + 0.75"(1.4+0.14Sds)*8"P + 0.7S"(0.?*rho*E)<= 1.0, ASD Method 1 +0.105*Sds= 1.0833 1.4+0.14Sds= 1.5111 1+0.14Sds= 1.1111 0.85+0.14*Sds= 0.9611 axial load coeff: 0,7933296 * P seismic moment coeff: 0.5625 * Meo/ Load case 6:: (1+0.104*Sds)D + (0.85+0.14Sds)*B*P + (0.7*rho*E)<= 1.0, ASDMethod axial load coeff: 0. 67277 seismic moment coeff: 0.7 * Meo/ By analysis, Load case 6 governs utilizing loads as such Moment=Mx= 0.7*rho*Mc:ol 6= 0,7000 rho= 1.0000 Axial Analysis Axial Lo11d=P11x= 1.111104•375 lb + 0.961104*0,7•7500 lb = 5,462 lb = 0.7 * 9000 in-lb = 6,300 in-lb Kxl.x/rx = 1.7*16.172"/1.19" = 23.1 Fe= n"2E/(KL/t)max"2 = 245.lksl Pn = Aeffl'Fn = 27,925 lb P/Pa= 0.38 > 0.15 Bending Analysis KyLy/ry = 1 *32"/0.9284" = 34.5 Fy/2= 27.5 ksl Qc= 1.92 Check: Pax/Pa + (Cmx*Mx)/(Max*µx) s LO P/Pao + Mx/Max :S 1.0 Pno= Ae*Fy Pao= Pno/Qc = 0.538 in"2 *55000 psi = 29,585 lb = 295851b/l.92 = 15,409 lb Fe > Fy/2 Fn= Fy(1-Fy/4Fe) = 55 ksl*[l-55 ksi/(4*245.1 ksl)] = 51.9 ksl Pa= Pn/Qc = 27925 lb/1.92 = 14,5441b Myield=My= Sx*Fy = 0.51 in"3 * 55000 psi = 28,050 in-lb Max= My/Qf Per= n"2EI/(KL)max"2 = 28050 ln-lb/1.67 = 16,796 In-lb µx= {1/(1 •(.Qc*P/Pcr)]}"-1 = {1/[1-(1.92*5462 lb/131815 lb)]}"-1 = 0.92 Combined Stresses = n"2*29500000 psl/(1 *32 ln)"2 = 131,815 lb (5462 lb/14544 lb) + (0.85*6300 ln-lb)/(16796 ln-lb*0.92} = (5462 lb/15409 lb) + (6300 ln-lb/16796 In-lb) = 0.72 0.73 < 1.0, OK < 1.0, OK (EQ C5-1) (EQ C5-2) *"' For comparison, total column stress computed for load case 5 is: 70.0% It/I/zing loads 63S6.22 lb Axial and M= 4725 In-lb TYPE4 Page r,.. of !( 10/10/2023 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel.: 909,596.1351 Fax: 909.596,7186 By: NIHAL Project: IMPLANT INNOVATIONS BEAM Configuration: 1YPE 4 SELECTIVE RACK DETERMINE ALLOWABLE MOMENT CAPACI1Y A) Check compression flange for local buckling (B2,1) W= C -2*t -2*r = 1.75 in -2*0.059 in -2*0.059 in = 1.514 In w/t= 25.66 l=lambda= (1.052/(k)A0.5] * (w/t) * (Fy/E)"0.5 = [1.052/(4)"0.5] * 25.66 * (55/29500)"0.5 = 0.583 < 0.673, Range Is fully effective B) check web for local buckling per section b2.3 f1(comp)= Fy*(y3/y2)= 49.78 ksl f2(tenslon)= Fy*(yl/y2)= 101.54 ksl Y= f2/f1 = -2.04 k= 4 + 2*(1-Y)"3 + 2*(1-Y) = 66.27 flat depth=w= yl+y3 Eq. B2.3-5 Eq. B2.3·4 = 3.420 in w/t= 57.96610169 l=lambda= [1.052/(k)'"0.5] * (w/t) * (f1/E)"0.5 = [1,052/(66,27)"0,5] * 3.42 * (49,78/29500)"0,S C 0,308 < 0,673 be=w= 3.420 in b2= be/2 bl= be(3-Y) = 1.71 In = 0.679 b1+b2= 2.389 In > 1.12504 In, Web Is fully effective Determine effect of cold working on steel vleld point (Fyal per section AZ,2 Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1) Lcomer=Lc= (p/2) * (r + t/2) 0.139 ln Lflange-top=Lf= 1.514 ln m= 0.192*(Fu/Fy) -0.058 = 0.1590 C= 2*Lc/(Lf+2*Lc) = 0.155 In (EQ A7.2-4) 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 ksl Tous, Fya-top= 58.64 ksl (tension stress at top) Fya-bottom= Fya*Ycg/(depth -Ycg) = 113.84 ksl (tension stress at bottom) Check allowable tension stress for bottom flange Lflange-bot=Lfb= Lbottom -2*r*-2*t = 2.514 In Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.100 Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf = 57.34 ksl Pya= (Fya-top)*(Fyb/Fya-bottom) = 29,54 ksl OK Eq. B2.1-4 Eq. B2.1-1 Eq B2.3-2 Project#; 23-1009-9 2,75 In ~Sin 4 T 1,625 In 3,CISClln l~ 0,059 In Beam= Intlk 36E 3 656Hx2 75Wx0 059"Thk I I _. Ixc 1.335 ln"4 Sx= 0.680 ln"3 Ycg= 2.413 In t= 0.059 In Bend Radius=r= 0.059 In Fy=Fyv= 55.00 ksi Fu=Fuv= 65.00 ksi E= 29500 ksl top flange=b= 1.750 In bottom flange= 2.750 In Web depth= 3.f'"' 1" .__ Fy - m depth (EQ A7.2-3) yl= Ycg-t-r= 2.295 In y2= depth-Veg= 1.243 In y3= y2-t-r= 1.125 In lfF= 0.95 Toen F*Mn=F*Fya*Sx=j 19.08 ln-k • Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: IMPLANT INNOVATIONS BEAM Contlguratlon: TYPE 4 SELECTIVE RACK RMI Section 5, 2, PT II Section Beam= Intlk 36E 3.656Hx2.75Wx0.059''Thk Ix=Ib= 1.335 ln"4 Sx= 0.680 ln"3 t= 0.059 In Fy=Fyv= 55 ksi Fu=Fuv= 65 ksi Fya= 58.6 ksl 1. Check Bending Streu Allowable Loads Mcenter=F*Mn= W*L *W*Rm/8 E= 29500 ksl F= 150.0 L= 96In Beam Level= 1 P=Product Load= 1,500 lb/pair D=Dead Load= 75 lb/pair W=LRFD Load Factor= 1.2*0 + 1.4*P+l.4*(0.125)*P FOR DL=20/o of PL, W= 1.599 Rm= 1 • [(2*P'L)/(6*E*Ib + 3*F*L)] RMI 2._z Item 8 1 -(2*150*96 ln)/[(6*29500 ksl*l.3352 ln"3)+(3*150*96 in)) = 0.897 If F= 0.95 Then F*Mn-=F*Fya*Sx= 37,88 ln·k Thus, allowable load per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*W) = 37.88 ln-k * 8 * 2/(96In * 0.897 * 1.599) = 4,402 lb/pair allowable load based on bending streu Mend= W*L *(1 ·Rm)/8 = (4402 lb/2) * 96 In* (1-0.897)/8 = 2,720 In-lb @ 4402 lb max allowable load = 0,927 In-lb @ 1500 lb imposed product load 2. Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= 1 -(4*P'L)/(5*F*L + l0*E*Ib) = 1 -(4*150*96 in)/[{5*150*96 tn)+(10*29500 ksi*1.3352 ln"4)J = 0.876 In If Dmax= L/180 Based on l/180 Deflection Criteria and Dss= 5*W*L"3/(384*E*Ib) L/180= 5*W*L"3*Rd/(384*E*Ib*# of beams) solving for W yields, W= 384*E*I*2/(180*S*L"2*Rd) = 384*1.3352 ln"4*2/[180*5*(96 in)"2*0.876) = 4,163 lb/pair allowable load based on deflection limits Project#: 23-1009.S 2,751n ~Sin 4 T 1,625 In 3.656 In 1~ 0.059 In 1-IIIIIIIIOOOOIIIIIOOIIIOOOIIIOIOOIIOOOIIIO ')-: :tli;=====~==~ -----------·----~- : : : : : : f: = "' .. illlf!i!ml, Lengil:h. Allowable Deflection= L/180 = 0.533 In Deflection at Imposed Load= 0.192 In .. .. Thus, based on the least capacity of item 1 and 2 above: Allowable load= 4,1 3 lb pair Imposed Product Load= 1,500 lb/pair Beam StreaI= 0.36 Beam at Level 1 Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tei· 909 596 1351 fax· 909 596 7186 By: NIHAL Project: IMPLANT INNOVATIONS Project#: 23-1009-9 3 Tab Beam to Column Connection Configuration: TYPE 4 SELECTIVE RACK Mconn max= (Mselsmlc + Mend·fixlty)*0.70*Rho = 5,655 in-lb Load at level 1 Connector Type= 3 Tab Shear capacity or Tab Tab Length= 0,50 In Ashelir= 0.5 in * 0.135 In = 0.0675 in''2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi * 0.0675in''2 = 1,485 lb Bearing Capacity or Tab t.col= 0.070 in Omega= 2.22 Fy= 55,000 psi Fu= 65,000 psi a= 2.22 Pbearing= alpha * Fu * tab length * tcol/Omega = 2.22 * 65000 psi * 0.5 in * 0.07 ln/2.22 = 2,275 lb > 1485 lb Moment Capacity of Bracket Edge Dlstance=aE= 1.00 In Tab Spacing= 2.0 In C= Pl+P2+P3 = P1+P1 *(2.5"/4.5")+P1 *(0.5"/4.5") = 1.667 * Pl Mcap= Scllp * Fbendlng = 0.1832 ln"3 * 0.66 * Py = 6,650 In-lb Pdlp= Mcap/(1.667 * d) 4 /8" tcllp"' 0.135 In C*d= Mcap = 1.667 = 6650.16 in-lb/(1.667 * 0.5 in) = 7,979 lb Thus, Pl= 1,485 lb Mconn-allow= [Pl *4.S"+Pl *(2.5"/4.5")*2.5"+P1 *(0.5"/4.5")*0.5"] = 1485 LB*[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"] = 8,828 In-lb > Mconn max, OK Stress= 0.64 TYPE4 Page q of J£ 1 316" Bearing Length= 1,;;0:Ji""'. • ... m:"".""""'---' Fy= 55,000 psi Sclip"' 0.183 ln"3 d= E/2 = 0.50 In 0 10/10/2023 Str~ctural Engineering & Design Inc. 1815 Wr!ght Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: IMPLANT INNOVATIONS Project#: 23-1009-9 Transverse Brace Configuration: TYPE 4 SELECTIVE RACK Sec:tion Properties Diagonal Member= Mclx C456 Sgt 1.7953x1.378x16ga(U31x) Area= 0.259 tnA2 r min= 0.449 In Fy= ss,ooo psi K= 1.0 nt= 1.92 Frame Dimensions Diagonal Member Bottom Panel Helght=H= 48.0 In Frame Depth=D= 36.0 In Column Wldth=B= 2.7 In Horizontal Member= Mclx C456 Sgl 1. 7953xl.378x16ga(U31x) Area= 0.259 tnA2 r min= 0.449 In Fy= 55,000 psi K= 1.0 aear Depth=D-8*2= 30.6 In X Brace= NO rho= 1.00 .. 0 !Load Case 6:: (t.:!:f} !04*~ + l(0.85+0.14Sds)*B*P + [0.7*rho*E]<= 1.0, ASD Method Vtransverse= 2,143 lb Vb=Vtnnav*0.7*rho= 2143 lb * 0.7 * 1 = 1,500 lb Ldtag= [(D·B*2)A2 + (H-6")A2)A1/2 = 52.0 In· Prnax= V*(Ldlag/D) * 0.75 = 1,625 lb 11x/11/ load on di on11/ brace member (kl/r)= (k * Ldlag)/r min = (l x 52 In /0,449 In ) = 115.8 In Fe= pl"2*E/(kl/r)"2 = 21,712 psi Since Fe<Fy/2, T ~l Pn= AREA*Fn = 0.2591nA2 * 21712 psi = 5,617 lb Pallow= Pn/n = 5617 lb /1.92 = 2,925 lb Pn/Pallow= 0.56 Horizontal brace Vb=Vtransv*D.7*rho= 1,500 lb (kl/r)= (k * Lhorlz)/r min = (1 x 36 In) /0.449 In = 80.2 In Since Fe>Fy/2, Fn=Fy*(1-fy/4fe) = 38,293 psi Pn/Pallow= 0.29 TYPE4 <= 1.0 OK <= 1.0 OK Fn"' Fe = 21,712 psi B +f' Typical t?aoel Conflaucntion Fe= p1A2*E/(kl/r)"2 = 45,266 psi Pn= AREA*Fn = 0.2591n"2*38293 psi = 9,906 lb Page /oot/6 Fy/2= 27,500 psi Pallow= Pn/nc = 9906 lb /1.92 = 5,160 lb 10/10/2023 St~uctural Engineering & Design Inc. 1815 Wright Ave La Veme. CA 91760 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: IMPLANT INNOVATIONS Single Row Frame OVertumlng Configuration: TYPE 4 SELECTIVE RACK Loads Crltlcal Load case(s): 1) RMI Sec 2.2, Item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp • E*rho Sds= 0.7936 (0.9-0.2Sds)= 0.7413 Project#: 23-1009-9 Vtrans=V=E=Qe= 2,143 lb DEAD LOAD PER UPRlGHT=D= 750 lb PRODUCT LOAD PER UPRlGHT=P= 15,000 lb Papp=P*0.67= 10,050 lb Wst LCl~Wstl=(0.74128*O + 0.74128*Papp*1)• 8,005 lb (0.9-0.2Sds)= 0.7413 __ _ B= 1:1.\lj::a=.-..-.lia..i rho= 1.0000 Product Load Top Level, ptop= 1,500 lb DL/Lvl= 75 lb Seismic Ovt based on E, l:(Fi*hl)= 222,750 In-lb helaht/deoth ratio= s o In Al Fullv Loaded Rack Load case 1: Movt= I:(Fl*hl)*E*rho = 222,750 In-lb Frame Depth=Df= 36.0 In Htop-lvl=H= 180.0 In # Levels= 10 # Anchors/Base= 2 ho= 480 in h=H+hn/2= 204.0 In Mst= Wstl * Df/2 = 8005 lb * 36 ln/2 = 144,090 In-lb SIDE B.EVATION T= (Movt-Mst)/Df = (222750 In-lb· 144090 ln-lb)/36 In = 2,185 lb Ni!t Uplift per Column I Net Seismic Uolift= 2,185 lb StnJ,-ntJ, Level Bl TOD 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]*rho = 0.1984 * 1500 lb = 74,102 In-lb = 2981b T= (Movt-Mst)/Df Vleff= 298 lb Critical Level= 10 = (74102 in-lb· 30022 in-lb)/36 in V2=Vot. = Cs*Ip*D Cs*Ip= 0.1984 = l,224 lb Net Uplift per Column = 1491b Mst= (0.74128*D + 0.74128*Ptop*l) * 36 ln/2 = 30 022 In-lb I Net Seismic Uolift= 1.224 lb Strenath Level Anchor Check (2) 0.5" x 3.25" Embed HILTI TZ2 anchor(s) per base plate. Special inspection Is required per ESR 4266. Fully Loaded: Top Level Loaded: TYPE4 Pullout Capacity=Tcap= 1,961 lb LA. City Jurtsdictlon? NO Shear Capaclty=Vcap= 2,517 lb Phi= 1 (1092 lb/1961 lb)Al + (535 lb/2517 lb)Al = (612 lb/1961 lb)Al + (74 lb/2517 lb)"l = Page I( of/( 0.77 0.34 Tcap*Phl= 1,961 lb Vcap*Phl= 2,517 lb <= 1.2 OK <= 1.2 OK 10/10/2023 l Strllctural i j Engineering & Design Inc. 1815 Wriaht Ave La Verne. CA 91750 Te!: 909.596,1361 Fax: 909 596.7186 By: NIHAL Project: IMPLANT INNOVATIONS Project#: 23-1009-9 Base Plate Configuration: TYPE 4 SELECTIVE RACK Section Baseplate= 7.2B3x5.118x0.394 Eff Wldth=W = 7.28 In Eff Depth=D = 5.12 In Column Wldth=b = 3.00 In Column Depth=dc = 2.69 In L = 2.14 in Plal.'8 Tolckness=t = 0.394 In a= 2.64 In Anchor c.c. =2*a=d = 5.28 In N=# Anchor/Base= 2 Fy = 36,000 psi Powoatsle EJevatJon Down Aisle Loads Load Case 5:: (1+0.J0S*Sds)D + 0.75*[(1.4+o.14Sds)*B*P + 0.75*(0.7*rho*EJ<= 1.0, ASD Method COLUMN DL= 375 lb Axial=P= 1.083328 * 375 lb + 0.75 * (1.511104 * 0.7 * 7500 lb) COWMN PL= 7,500 lb = 6,356 lb Base Moment= O In-lb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.0833 = 0 in-lb* 0.75*0.7*rho 1.4+0.14Sds= 1.5111 = 0 In-lb B= 0 • j Axial Load P = 6,356 lb Mbase=Mb = 0 in-lb Axial stress=fa = P/A = P/(D*W) = 171 psi Moment Stress=fb = M/S = 6*Mb/[(D*B"2] = 0:0 psi Moment Stress=fbl = fb-fb2 = 0.0 psi M3 = (1/2)*fb2*L *(2/3)*L = (l/3)*fb2*L"2 = 0 In-lb 5-plate = (l)(t"2)/6 = 0.026 fn"3/ln fb/Fb = Mtotal/[(S-plate)(Fb)] = 0.56 OK Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] = -4,003 lb No Tension Ml = wL"2/2= fa*L"2/2 = 391 in-lb Moment Stress=fb2 = 2 * fb * L/W = 0.0 psi M2= fbl *L "2)/2 = 0 in-lb Mtotal = M1+M2+M3 = 391 in-lb/In Fb = 0.75*Fy = 27,000 psi F'p= 0.7*F'c = 1,750 psi OK Tallow= 1,961 lb OK Cross Aisle Loads ~,-..,.."Mis.c2.1,1Nn•4:fl+o,JJSd,)Ol.+/1+o.u,s1JSJP1.'0.m-s.'fJ.7S<•1•0,ASD-Check u lift load on Base late Em Effe Pstatic= 6,356 lb Movt*0.75*0.7*rho= 116,944 In-lb Frame Depth= 36.0 In P=Pstatic+Pseismic= 9,605 lb Check uplift forces on baseplate with 2 or more anchors per RMI 7 .2.2. tho base ploto conn~ouon consfsts of two lll1d1or bolts located on either side TYPE4 b =Column Depth= 2.69 in L =Base Plate Depth-Col Depth= 2.14 In fa = P/A = P/(D*W) = 258 psi Sbase/in = (1)(t"2)/6 = 0.026 ln"3/ln fb/Fb = M/[(S-plate)(Fb)] 0.85 OK Pselsmlc= Movt/Frame Depth = 3,248 lb M= wL"2/2= fa*L"2/2 = 591 In-lb/In Fbase = 0.75*Fy = 27,000 psi Page J).. of '' f the column and a net uplift force exists, the minimum base plate thickness hall be determined based on a design bending moment In the plate equel the uplift force on one anchor times 1/2 the distance from he centerline of the anchor to the nearest edge of the rack column• ~ Uplift per Column= 192 lb Qty Anchor per BP= 2 Net Tension per anchor= Ta= 96 lb C= 2.14 In Mu=Moment on Baseplate due to uplift= Ta*c/2 fb Fb *0.75= 0.022 = 103 In-lb Splate= 0.132 ln"3 OK 10/10/2023 'i l Structural I j j Engineering & C)esign 1. nc. 1815 Wriaht Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: IMPLANT INNOVATIONS Project#: 23-1009-9 Slab on Grade Configuration: lYPE 4 SELECTIVE RACK : [Jl : : b e I : : •----c ____ 1 . ~ Baseplate Plan YJew ~ f'c= 2,500 psi tslab=t= 6.0 in fsoll= 750 psf Movt= 222,750 in-lb Frame depth= 36.0 In Sds= 0.794 0.2*Sds= 0.159 Base Plate Effec. Baseplate wldth0 B• 7.28 Jn Effec. Baseplate DepthaDm 5.12 In width=a= 3.00 in depth=b= 2.69 In j3=8/D= 1.423 F'c,...0.5= 50.00 psi Column Loads DEAD LOAD=D= 375 lb per column unf;,ctored ASD load PRODUCT LOAD=P= 7,500 lb per column unf;,ctored ,4SD load Papp= 5,025 lb p/ar column P-selsmlc=E= (Movt/Frar41e depth) = 6,187 lb pt~rcolumn unf;,ctored•I. imJt Sf:ilte /o;,d B= rho= Sds= 0.7936 1.2 + 0.2*Sds= 1.3587 0. 9 -0.20Sds= 0.7413 Puncture Apunct= [(c+t)+(ett)]*2*t = 252.55 w t2 Fpunctl= [(4/3 + 8/(3*13)] * A. *(F'c,...0.5) = 96.2 psi I Fpunct2= 2.66 * A * l(Pc,...0.5) = 79,8 psi Fpunct eff= 79.8 psi Slab Bending I Pse=DL+PL+E= 14,137 lb : .TYPE 4 Asoll= (Pse*144)f,(fsoil) C 2,714 lnl\2 x= (L-y)/2 ! = 17.8 In / Fb= 5*(phl)*(f'r:)A0,5 = 150. psi I midway dist face of column to edge of plate=c= 5.14 In midway dist face of column to edge of plate=e= 3,90 In Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN s = 1.35872 * 375 lb + 1.35872 * 0.7 * 7500 lb+ 1 * 6187 lb = 13,830 lb Load case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7 = 0.74128 * 375 lb + 0.74128 * 0.7 * 5025 lb+ 1 * 6187 lb = 9,0721b Load Case 3) 1.2*D + 1.4*P = 1.2*375 lb + 1.4*7500 lb = 10,950 lb Load Case 4) 1.2*0 + 1.0*P + 1.0E = 14,137 lb Effective Column Load=Pu= 14,137 lb per column L= (Asoll),...0.5 = 52.10 In M= w*x,...2/2 = (fsoll*x,...2)/(144*2) = 825,8 In-lb Page /J of/£· fv/Fv= Pu/(Apunct*Fpunct) = 0.701 < 1 OK y-=-(c*e)A0.5 + 2*t = 16.5 in S-slab= 1 *teff,...2/6 = 6,01nA3 fb/Fb= M/(S-slab*Fb) = 0.918 < 1, OK RMI SEC 2.2 EQTN 1,2 /lQ 31B-14 Sec 5.3.l Eqtn 5,3.le 10/10/2023 Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel; 909 596.1351 Fax: 909.596. 7186 By: NIHAL Project: IMPLANT INNOVATIONS Project #: 23-1009-9 Configuration &. Summary: TYPE 1 SELECTIVE RACK T 52" t 192" 28" 1~- 28" + 34" .I ' 192" 32'' _L,_, **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 150 lb AXIALLL= 4,400 lb SEISMIC AXIAL Ps=+/-2,517 lb B4SE MOMENT= 0 In-lb --r--96" -,1- Seismic Criteria # Bm Lvls Frame Depth Frame Height # Dia onals Beam Length Frame Type Ss=0.992, Fa=l.2 4 42 In 192.0 in 3 961n Double Row Component Column Column & Backer Beam Beam Connector Brace-Horizontal Brace-Diagonal Base Plate Anchor Slab &Soil Level I Load** 1 2 3 4 - Per Level 2,200 lb 2,200 lb 2,200 fb 2,200 lb Fv=55 ksl None Fy=55 ksl Fv=SS ksl Fv=55 ksl Fy=55 ksl Fy=36 ksl 2 per Base BeamSDCa 34.0 In 28.0 In 28.0 In 52.0 In •• Load defined as product weight per pair of beams Notes I 2 prs of d/r spacers (sandwich style ) TYPE 1 Description Mecalux 314 3.0"x2.69"x0.070" P=4550 lb, M=14942 In-lb None None Intlk 35E 3.656Hx2.75Wx0.059''Thk LU=96 in I capacity: 4163 lb/pr Lvl 1: 3 Tab OK I Mconn=8299 In-lb I Mcap=8B28 in-lb Mclx C456 Sgl 1.7953x1.37Bx16ga(U31x) Mclx C456 Sgl 1.7953x1.378x16ga(U31x) 7.283x5.118x0.394 I Fixity= 0 In-lb o.s· x 3.25" Embed HILTI TZ2 ESR 4266 Inspection Reqd (Net Seismic Upllft=0 lb) 6" thk x 2500 psi slab on grade. 750 psf Soll Bearing Pressure Brace 32.0 In 64.0 In 78.0 in Tot.al: I Story Force I Transv 127 lb 2321b 3371b 5321b 1,229 lb Story Force Longit. 1001b 1821b 2651b 4171b 9641b Page / 4 of Ji Column Axial 4,550 lb 3,413 lb 2,275 lb 1,138 lb I Column I Moment 14,942 "# 6,049 "# 4,773 "# 5,426 "# Conn. Moment 8,299 "# 4,740 "# 4,522 "# 2,851 "# STRESS 0.83-OK N/A 0.53-OK 0.94-OK 0.2-OK 0.63-OK 0.44-0K 0.1-OK 0.35-OK Beam Connector 3Tab OK 3Tab OK 3TabOK 3Tab OK 10/10/2023 ., Structural Engineering & Design Inc. 1815 Wriaht Ave La Verne. CA 91750 Tel: 909.596, 1351 Fax-909,596 7186 By: NIHAL Project: IMPLANT INNOVATIONS Project#:23-1009-9 Configuration & Summary: TYPE 2 SELECTIVE RACK T 58" 192" t 86" .I 192" **RACK COLUMN REACllONS ASDLOADS A"1ALDL= 7Slb AXTAL LL= 1,800 lb SBSMIC M1AL Ps=+/-1,219 lb BASE MOMENT= 0 in-lb Seismic Criteria # Bm Lvls Frame Depth Frame Height # Dia onats Beam Length Frame Type Ss=0.992, Fa=1.2 2 42 In 192.0 in 3 96in Double Row Component Column Fv=55 ksi Column & Backer None Beam Fv=55 ksl Beam Connector Py=55 ksl Brace-Horizontal FV=55 ksl Brace-Diagonal Fv=55 ksl Base Plate Py=36 ksl Anchor 2 per Base Slab & Soll Level I Load** Per Level BeamSDco 1 1,800 lb 86.0 In 2 1,800 lb 58.0 in 1 .. ""'= m pj,d ... hl p« ,-, " ... ~ 2 p,s of d{,""""' (,a""""'.,,,) TYPE2 Description Mecalux 314 3.0"x2.69"x0.070" P=1875 lb, M=16559 in-lb None None Intlk 36E 3.656Hx2.75Wx0.059"Tok Lu=96 In I Capacity: 4163 lb/pr Lvl 1: 3Tab OK I Mconn=7842 In-lb I Mcap=8828 in-lb Mclx C456 Sgl 1.7953x1.378x16ga(U31x) Mclx C456 Sgl 1.7953xl.378x16ga(U31x) 7.283x5.118x0.394 I Rxlty= 0 In-lb 0.5" x 3.25" Embed HILT! 122 ESR 4266 Inspection Reqd (Net Seismic Uplift=0 lb) 6" thk x 2500 psi slab on grade. 750 psf Soil Beating Pressure Brace 32.0 In 64.0ln 78.0 In Total: I Story Force I Story Force Transv Longit. 190 lb 149 lb 3181b 2501b 5081b 3991b Page f 5 of /,.( Column I Column I Axial Moment 1,875 lb 16,559 "# 9381b 3,622 "# Conn. Moment 7,842 "# 2,046 "# STRESS 0.99-OK N/A 0.43-OK 0.89-OK 0.0S-OK 0.26-OK 0.19-OK 0.042-0K 0.16-OK Beam Connector 3TabOK 3TabOK 10110/2023 Structural Engineering & Design Inc. 1815 Wrjght Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: IMPLANT INNOVATIONS Project#: 23-1009-9 Configuration & Summary: TYPE 3 SELECTIVE RACK T 58" 192'' + 58" t 58" .I 192" 32" -l r---t **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 113 lb AXIAL LL= 3,300 lb SEISMIC AMAL Ps=+/-2,399 /b BASE MOMENT= 0 In-lb ,-r -96'' ---,+, Seismic Criteria Ss=0.992, Fa=l.2 Component Column Column & Backer Beam Beam Connector Brace-Horizontal Brace-Diagonal Base Plate Anchor Slab &Soll Level I Load** 1 2 3 Per Level 2,200 lb 2,200 lb 2,200 lb # BmLvls 3 Fy=55 ksl None Fv=55 ksi Fv=55ksi Fv=55 ksl Fy=55 ksl Fv=36 ksl 2 per Base Beam Spcg 58.0 in 58.0 in 58.0 in 0 Load defined as product welght per pair of beams I -I 3 pra of d/, ,,_., ( """"'"' style I TYPE3 Frame Depth Frame Height # Dia onals Beam Length Frame Type 42 In 192.0 in 3 961n Double Row Description Mecalux 314 3.0"x2.59"x0.070" P=3413 lb, M=14190 In-lb None None Intlk 36E 3.656Hx2.75Wx0.059"Tok Lu=96 in I capacity: 4163 lb/pr Lvl 1: 3 Tab OK I Mconn=8101 in-lb I Mcap=8828 in-lb Mclx C456 Sgl 1.7953x1.378x16ga(U31x) Mclx C456 Sgl 1.7953x1.378x16ga(U31x) 7 .283x5.118x0.394 I Fixity= 0 in-lb 0.5" x 3.25" Embed HILTI TZ2 ESR 4266 Inspection Reqd (Net Selsmlc Upllft=168 lb) 6" thk x 2500 psi slab on grade. 750 psf Soil Bearing Pressure Brace 32.0 in 64.0 in 78.0 In Total: I Story Force I Story Force Transv Lonalt. 1541b 307 lb 461 lb 9221b 861b 1721b 2581b 5161b Page /6 of /I, Column Axial 3,413 lb 2,275 lb 1,138 lb I Column I Moment 14,190 "# 6,235 "# 3,741 "# Conn. Moment 8,101 "# 4,444 "# 2,261 "# STRESS 0.83-OK N/A 0.53-OK 0.92-0K 0.15-OK 0.47-OK 0.35-OK 0.075-OK 0.29-OK Beam Connector 3TabOK 3TabOK 3TabOK 10/12/2023 SAN DI EGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY RECORD ID# ________________ _ PLAN CHECK# ________________ _ BP DATE APN# Plan File# The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT-HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego): 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: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. 0th alth Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials . None of Thes 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART 11: 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 170, 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 I §s § 4. 5. 6. 7. 8. □ □ B □ lE ; (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 (Title 22, Article 10)? 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 Storage Act). Date Initials 0 CalARP Required I Date Initials 0 CalARP Complete I Date Initials PART 111: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT APCD: The following questions are intended to identify the majority of air po ut1on issues at t e p anrnng stage. Your project may require a 1tional measures not identified by these questions. Residences are typically exempt, except-single building with more than four dwelling units and those with more than one detached residential buildings on the property-e.g. granny flats [+Excludes garages & small outbuildings not used as dwelling units]. If yes is answered for the questions below please see link for further instructions: here or for more comprehensive requirements, please contact apcdcomp@sdapcd.org or call (858) 586-2650. YES NO 1. D llJ Will the project disturb 100 square feet or more of existing building materials? If yes, submit an asbestos survey to apcdcomp@sdapcd.org. 2. □ ~ 3. □ 4. □ [I 111 Will any load supporting structural members be removed? If yes, submit an asbestos survey and demolition notification to apcdcomp@sdapcd.org at least 1 O wor1<.ing days prior to starting the demolition of a load bearing structure. A notification is required even if no asbestos is present in the structure. (ANSWER ONLY IF QUESTION 1 IS YES) Will 100 square feet or more of friable asbestos material be disturbed? If yes, submtt a notification of asbestos removal to apcdcomp@sdapcd.org at least 1 O wor1<.ing days prior to starting asbestos removal. Will any equipment or operations be installed that may require an APCD Permit to Operate? Please see the reverse side of this form for typical equipment requiring an APCD permit. If yes, contact APCD prior to the issuance of a building permit. Briefly describe business activities: Briefly describe proposed project: Date FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: ________ ___,:___ _____________________ _ BY· DATE· I I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMrr BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO* APCO COUNTY-HMO APCD COUNTY-HMO APCD .. *A stamp 1n this box only exempts businesses from completing or updating a Hazardous Matenals Business Plan. Other perm1tt1ng requirements may still apply HM-9171 (01/22) County of San Diego -DEH -Hazardous Materials Division