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Home My WebLink About2875 LOKER AVE E; ; CBC2022-0278; PermitBuilding Permit Finaled {city of Carlsbad Commercial Permit Print Date: 04/04/2023 Job Address: 2875 LOKER AVE E, CARLSBAD, CA 92010-6626 Permit No: Status: CBC2022-0278 Closed -Finaled Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: 2090831000 Track#: Valuation: $83,609.40 Lot#: Occupancy Group: Project#: #of Dwelling Units: Plan#: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: Sprinkled: Project Title: Description: ZEST DENTAL: NEW PALLET RACKING (107 LF) MAX HEIGHT (16') Applicant: WAREHOUSE SOLUTIONS INC PO BOX 60727 SAN DIEGO, CA 92166-8727 {619) 873-4410 FEE BUILDING PLAN CHECK FIRES Occupancies< 50,000sq. ft. Tl Property Owner: TECH Bl LT CONSTRUCTION CORPORATION 3575 KENYON ST, # SUITE 200 SAN DIEGO, CA 92110-5396 581473 -GREEN BUILDING STATE STANDARDS FEE STORAGE RACKS> 8 FT HIGH STRONG MOTION -COMMERCIAL (SMIP) Total Fees: $5,298.66 Total Payments To Date: $5,298.66 Applied: 08/09/2022 Issued: 10/18/2022 Finaled Close Out: 04/04/2023 Final Inspection: 11/14/2022 INSPECTOR: Kersch, Tim Contractor: WAREHOUSE SOLUTIONS INC PO BOX 60727 SAN DIEGO, CA 92166-8727 (619) 873-4410 Balance Due: AMOUNT $1,817.01 $443.00 $4.00 $3,011.24 $23.41 $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 t he 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. 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 Job Address 2875 Loker Ave East Tenant Name#: Zest Dental Solutions COMMERCIAL BUILDING PERMIT APPLICATION B-2 Est. Value PC Deposit Date 13,429.00 flt, '(17. c> I Suite:, _____ ,APN: 209-083-10-00 Lot #: ____ Year Built: _1_98_9 _______ _ Year Built: 1989 Occupancy: B/F-1/S-1 Construction Type:_V_-B __ Fire sprinklers:(:)YESON0 A/C:OYESQNO BRIEF DESCRIPTION OF WORK: INSTALLATION OF PRE-MANUFACTURED PALLET RACK IN EXISTING WAREHOUSE ON GRADE LEVEL D Addition/New: ____________ New SF and Use, __________ New SF and Use ______ SF Deck, SF Patio Cover, SF Other (Specify) ___ _ O Tenant Improvement: _____ SF, _____ SF, Existing Use: _______ Proposed Use: ______ _ Existing Use: Proposed Use: ______ _ li] Other: APPROXIMATELY 107'-9" LIN. FT. OF PALLET RACK L~°l' w-:.. 'S' ~:.. ho' PRIMARY APPLICANT Name: ANITA THORNTON Address: 12562 HWY 67 PROPERTY OWNER Name: Techbuilt Construction Corp. Address: 3575 Kenyon St. Ste. 200 City: LAKESIDE State:_C_A __ ,Zip: 92040 City: San Diego State: CA Zip:_9_2_11_0 __ _ Phone: 619-873-4410 Phone: 619-223-1663 Email: anitathornton@warehousesolutions.com Email: ___________________ _ DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name:. __________________ Business Name: WAREHOUSE SOLUTIONS INC. Address: Address: 12562 HWY 67 City: _______ State:. ___ Zip:. _____ City: LAKESIDE State:._C_A ___ Zip: 92040 Phone: Phone: 619-873-4410 Email: Email: anitathornton@warehousesolutions.com Architect State License: CSLB License#: 918115 Class:_D_2_4I_C_6_1 ___ _ Carlsbad Business License# (Required): BLOS1226177 APPLICANT CERTIFICATION: 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. /agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): Anita Thornton AJuftv Th<fr~ 08/09/2022 SIGN: ----------DATE:------- 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov REV. 04/22 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ 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: I hereby affirm under penal tyof perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 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): DI 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- (!I I 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 is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: _A_1u_1n_su..:.ra..:.n..:.ce..:.C..:.om..:...:.p..:.a-'ny=----------------- Policy No. wc 053420101 CA Expiration Date: ..:.0_11..:.01_12..:.0_23.;__ ___________ _ -OR- D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is 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). l ender's Name: ______________________ lender's Address: _____________________ _ CONTRACTOR CERT/FICA T/ON; The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilitles/utlllty easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved far construct/on and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roods/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence or the time of their construction, unless otherwise noted. NAME (PRINT): Anita Thornton SIGNATURE: ~ Tfw-r~ DATE: 08/09/2022 --------------Note: If the person signing above Is an authorized agent for the contractor provide a letter of authorization on contractor letterhead. (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- DI, 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- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-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. / understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted orot the following Website: http://www.legfnfo.ca.gov/calaw.html. OWNER CERT/FICA T/ON; The applicant certifies that all documents and plans clearly and accurately show all existing and proposed bulldlngs, structures, access roods, and utilities/utility easemtnts. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construct/on and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documtnts and plans shaw the corrtct dimensions of; the property, buildings, structures and thtlr setbacks from property lints and from one another; access roads/easements, and ut/1/tlts. The existing and proposed use of each bulldlng as stated Is true and correct; all easements and other encumbrances to development have been accurattly shown and /abeltd os well as all on-site grading/site prtparation. All improvemtnts txistlng on the proptrty wtrt comp/ettd in accordanct with all regulations In exlsttnct at the time of their construction, unless otherwise noted, 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 Email: Bulldjng@carisbadca.goy 2 REV. 04/22 Building Permit Inspection History Finaled {cityof Carlsbad PERMIT INSPECTION HISTORY for {CBC2022-0278) Permit Type: BLDG-Commercial Application Date: 08/09/2022 Owner: TECH BIL T CONSTRUCTION CORPORATION Work Class: Tenant Improvement Issue Date: 10/18/2022 Subdivision: PARCEL MAP NO 15563 Status: Closed -Finaled Expiration Date: 05/15/2023 IVR Number: Scheduled Actual Inspection Type Inspection No. Date Start Date 11/14/2022 11/14/2022 BLDG-11 196410-2022 Tuesday, April 4, 2023 Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS BLDG-Final Inspection 196411-2022 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS 42524 Inspection Status Passed Passed Address: 2875 LOKER AVE E CARLSBAD, CA 92010-6626 Primary Inspector Reinspection Tim Kersch Passed Yes Tim Kersch Passed Yes Yes Yes Yes Yes Inspection Complete Complete Page 1 of 1 Structural j Engineering 1815 Wright Ave Lo Verne, CA91750 Phone: 909.596.1351 Fax: 909.596.7186 ·'Prqject Name : ZEST DENTAL SOLUTIONS Prqject Number : 22-0706-6 Date : 07 /15/22 ~:')t1-eet Address: 2875 LOKER AVE EAST City/State : CARLSE/AD, CA 92010 Scope of Work: STORAGE RACK ON ON 00 T"""N (V)-coQ2 oco 0) 0 N > t--0 7/28/22 co t-- N 0 I N N 0 N 0 al 0 ' Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel: 909 596.1351 Fax: 909.596.7186 . :-:-: .. =======:::!:::::===:!:!:!:!!!~:!::!!::::~:::!::!~~:!::=!~~:!:!=~~!:::!::!!:~==:!~~~~========= By: Bob S Project: Zest Dental Solutions Project#: 22-0706-6 TABLE OF CONTENTS Title Page .............................................................................................................. 1 Table of Contents................................................................................................... 2 Design Data and Definition of Components .. .................. .... .................. ................ 3 Critical Configuration ...... ... ... . .......... ...... ......... .... ... . .. . ... . .. ... ... ...... ... ... ........ ....... ..... 4 Seismic Loads .. . . .. .. .. .. . .. .. . .... .. ... .. . . . .. .. . .. . .. . .. .. .. .. . .. . . .. . . . ... .. .. .. .. . .... .. . .. ... .. .. .. ... .. .... . .. 5 to 6 Column .................................................................................................................. 7 Beam and Connector .......................................................................................... .. Bracing ................................................................................................................. . Anchors ................................................................................................................ . Base Plate ............................................................................................................ . 8 to 9 10 11 12 Slab on Grade ....................................................................................................... 13 type a 5elect-Ze5t.xl5 Page "'J-of \ ', 7/15/2022 Structural E ngineering & Design Inc. 1815 Wright Aye La Verne, CA 91750 Tel; 909,596.1351 Fax: 909.596,7186 By: Bob S Project: Zest Dental Solutions Project#: 22-0706-6 Design Data 1) The analyses herein conforms to the requirements of the: 2018 /BC Section 2209 2019 CBC Section 2209 ANSI MN 16.1-2012 Specifications for the Design of Industrial Steel Storage Racks ''2012 RMI Rack Design Manual" ASCE 7-1~ section 15.5.3 • •• • 2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=55 ksl ~ Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi g:;: All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi J 3) Anchoc bol~ shall be pnwided by iosta1•, pee ICC cefeceoce on~•"' aod ralculatloos heralo. •1·· 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 5) The existing slab on grade is 5" thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 750 psf. TI1e design of the existing slab is by others. 6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria Definition of Components A ~=::Jl=:::===~:a:t==:i:==::tf •dw.• type .a select-Zest.xis Beam le",!th fmnt View: Down Ash! f.l&ngitudina!) Frame Cb.b1m Beam to Chwnm Cl)I\Aeet<lf Base i:4ate ar,d Anc'ho,.s l~Fran-e ~I 1 Depth 1 Section A: Ooss Aisle (Tranwerse ) Frarr:ie f'age 3 of \ 3 Ha!jmnta' Bi'i!C:!! 7/15/2022 t:· ~ ' Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.5961351 Fax: 909.596.7186 By: Bob S Project: Zest Dental Solutions Project #: 22-0706-6 Configuration & Summary: TYPE A SELECTIVE RACK T 58" 92" t 58" t 58" I Seismic Criteria Ss=0.93, Fa=l.2 Component Column Column & Backer Beam Beam Connector Brace-Horizontal Brace-Diagonal Base Plate Anchor Slab & Soll Level I Load** Per Level 1 2 3 3,000 lb 3,000 lb 3,000 lb 192" **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 113 lb AXIAL LL= 4,500 lb SEISMIC AXIAL Ps=+/-2,632 lb BASE MOMENT= 8,000 In-lb ,f--96" ------+ ,t---48" ..,j, # Bm Lvls 3 Fy=55 ksi None Fv=55 ksi Fy=S5 ksl Fy=55 ksi Fv=55 ksi Fy=36 ksi 2 per Base Beam Spcg 58.0 in 58.0 in 58.0 in Frame Depth Frame Height # Diagonals Beam Length Frame Type 48 in 192.0 In 5 96in Single Row Description UMH C3314TD 3x3x14ga P=4613 lb, M=13285 in-lb None None UMH SB406 4"x2.5"x16ga Lu=96 In I Capacity: 4322 lb/pr Lvl 1: 3 pin OK I Mconn=9145 in-lb I Mcap=10682 in-lb UMH C 1.38x0.94x0.39x16ga UMH C 1.38x0.94x0.39x16ga 8x5x0.375 I Fixity= 8000 in-lb 0.5" x 2" Embed Hllti TZ2 ESR 4266 Inspection Reqd (Net Seismic Uplift=1166 lb) 5" thk x 2500 psi slab on grade. 750 psf Soll Bearing Pressure Brace 44.0 In 42.0 in 42.0 in 42.0 in 20.0 In I Story Force I Story Force Transv Longlt. 194 lb 3881b 582 lb 129 lb 258 lb 3871b Column Axial 4,613 lb 3,075 lb 1,538 lb I Column I Conn. Moment Moment 13,285 "# 9,145 "# 9,353 "# 6,460 "# 5,612 "# 3,186 "# STRESS 0.75-OK N/A 0.69-OK 0.86-OK 0.46-OK 0.56-OK 0.76-OK 0.592-OK 0.53-OK Beam Connector 3 pin OK 3 pin OK 3 pin OK "'-' t ,-** Load defined as product weight per pair of beams t I Notes I Total: 1,163 lb 774 1b ij•,. ~-Ii' t type a select-Zest.xi~ Pacie -\--o f \ '>-. 7/15/2022 ,,. =y ,,:~-.· ~"!J ., .; al'·· Str~ctural Engineering & Design Inc. 1815 Wright Aye La Verne, CA 91750 Tel· 909 596.1351 Fax· 909.596,7186 By: Bob S Project: Zest Dental Solutions 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 .. 16 sec 15,5,3 Transverse (Cross Aisle) Seismic Load V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) Cs1= Sds/R Cs-max* Ip= 0.1860 Vm1n= 0.015 = 0.1860 Cs2= 0.044*Sds = 0.0327 Cs3= 0.5*S1/R = 0.0426 Eff Base Shear=Cs= 0.1860 ~ ililu Cs-max= 0.1860 Base Shear Coeff=Cs= 0.1860 Level 1 2 3 PRODUCT LOAD P 3,000 lb 3,000 lb 3,000 lb P*0.67*PRF1 2,010 lb 2,010 lb 2,010 lb sum: P=9000 lb 6,030 lb Longitudinal Downaisle Seismic Load Ws= (0.67*Pyzy1 * PL)+DL (RMI 2.6.2) = 6,255 lb Vtransv=Vt= 0.186 * (225 lb+ 6030 lb) Etransverse= 1,163 lb Limit States Level Transverse seismic shear per upright DL hi wi*hl 75 lb 58 in 120,930 75 lb 116 in 241,860 75 lb 174 In 362,790 225 lb W=6255 lb 725,580 Slmllarly for longitudinal seismic loads, using R=6.0 Ws= (0.67 * PLRF2 * P) + DL Project#: 22-0706-6 Ss= 0.930 S1 = 0.341 Fa= 1.200 Fv= 1.960 Sds=2/3*Ss*Fa= 0.744 Sd1=2/3*S1 *Fv= 0.446 Ca=0.4*2/3*Ss*Fa= 0.2976 (Transverse, Braced Frame Dir.) R= 4. 0 Ip= 1.0 PRF1= 1.0 Pallet Helght=hp= 48.0 in DL per Beam Lvl= 75 lb Fl Fi* hl+hp/2 193.8 lb 15,892-# 387.7 lb 581.5 lb 1,163 lb 54,278-# 115,137-# }:=185,307 Csl=Sdl/(T*R)= 0.1238 Cs2= 0.0327 = 6,255 lb (Longitudinal, Unbraced Dir.) R= 6.0 Cs3= 0.0284 Cs-max= 0.1238 Level PRODUC LOAD p 1 3,000 lb 2 3 3,000 lb 3,000 lb ,...Cs_=_Cs_-m_ax_*"""Ip_=_0_._12_3_8 ______________ T~= 0.60 sec Vlong= 0.1238 * (225 lb + 6030 lb) Elongitudlnal= 774 lb P*0.67*PRF2 DL 2,010 lb 75 lb 2,010 lb 75 lb 2,010 lb 75 lb l.lmlt St11lt16 Levo/ Lo11glt. Hlsm/c 6he11r per "µright hi 58 In 116 in 174in wl*hi 120,930 241,860 362,790 Fi 129.0 lb 258.0 lb 387.0 lb fu2t.l.ll&w sum: =======6=0=3=0=1b=====:::::::::22=5=1=b===W===6=25=5=1=b =====7=25=5=8=0=========7=7=4=1b=========== tyj?e a select-Zest.xis Pae;ie S--of \ 1, 7 I I ",/'?O? '? . Structural Engineering & Design Inc. 1815 Wright Aye La Verne. CA 91750 Tel: 909.596.1351 fax: 909 596 7186 By: Bob S Project: Zest Dental Solutions Downaisle Seismic Loads Configuration: TYPE A SELECTIVE RACK Determine the story moments by applying portal analySis. The base plate is assumed to provide partial fixity. Seismic Story Forces Vlong= 774 lb Vcol=Vlong/2= 387 lb Fl= 129 lb F2= 258 lb F3= 387 lb Seismic Story Moments Typical fram< miJ< Ttlbut;ity ai·e~ of two coluir>1Js o( tack frame '---..... , _ _ _ _ _ _ , .... ~ E3 EJ:'0 · .:-: :G -a aa:aa:a .... El B B:B ~J:B ... _______ _./ ~ Conceptual System Project #: 22-0706-6 Typic,11 Fr~m< 11~1Jc , -~-o! ~: colurnn, Mbase-max= 8,000 in-lb Mbase-v= (Vcol*hl eff)/2 <=== Default capadty hl-eff= 111 -beam clip height/2 = 55 in = 10,643 In-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 8,000 in-lb M 1-1= [Vcol * hleft]-Mbase-eff = (387 lb * 55 in)-8000 in-lb = 13,285 in-lb Mseis= (Mupper+Mlower)/2 Mseis(l-1)= (13285 in-lb+ 9353 in-lb)/2 = 11,319 In-lb LEVEL 1 2 3 hi 58in 58 in 58in Axial Load 4,613 lb 3,075 lb 1,538 lb M 2-2= [Vcol-(Fl)/2] * h2 = [387 lb -129 lb]*58 in/2 = 9,353 In-lb Msels(2·2)= (9353 in-lb+ 5612 in-lb)/2 = 7,482 in-lb Summary of Forces Column Moment** 13,285 In-lb 9,353 in-lb 5,612 in-lb Mselsmlc** 11,319 In-lb 7,482 in-lb 2,806 in-lb Mend-fix! 1,746 in-lb 1,746 in-lb 1,746 In-lb Mconn= (Msetsmic + Mend-fixity)*0.70*rho Mconn-aliow(3 Pin)= 10,682 in-lb ~' **ail moments based on limit states level loading rt:· ~ ;;. ,., _t,, t. ~ tyr'e a ,x:lect-7.est.xls h1 Beam to Column Elevation rho= 1.0000 Mconn** 9,145 In-lb 6,460 in-lb 3,186 In-lb Beam Connector 3 pin OK 3 pin OK 3 pin OK 7/15/20?? COL Str~ctural Engineering & Design Inc. 1815 Wright Aye La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob S Project: Zest Dental Solutions Project #: 22-0706-6 Column (Longitudinal Loads) Configuration: TYPE A SELECTIVE RACK Section Properties Section: UMH C3314TD 3x3x14ga Aeff = 0.565 in"2 Ix = 0.923 in"4 Sx = 0.617 in"3 rx = 1.277 in .nf= 1.67 Iy = 0.534 ln"4 Sy = 0.307 ln"3 ry = 0.971 In Fy= 55 ksi Kx = 1.7 r 3,000 1n -1 Lx = 56.0 In Ky= 1.0 Ly = 44.0 In Cb= 1.0 --,--l 0.079 In 3,000ln E= 29,500 ksi Cmx= 0.85 J_ Loads Considers loads at level 1 COLUMN DL= 112 lb Critical load cases are: RMI Sec 2.1 COLUMN PL= 4,500 lb Load Case 5:: {1+0.105*Sds)D + 0.75*{1.4+0.14Sds)*B*P + 0.75*{0.7*rho*E)<= 1.0, ASD Method Meal= 13,285 In-lb ax/a/ load coeff: 0.789684 * P seismic moment coeff: 0.5625 * Meo! Sds= 0.7440 Load Case 6:: {1+0.14*Sds}D + {0.85+0.14Sds)*B*P + {0.7*rho*E}<= 1.0, ASD Method 1+0.105*Sds= 1.0781 axial load coeff: 0. 66791 seismic moment coeff: 0.7 * Meo/ l.4+0.14Sds= 1.5042 By analysis, Load case 6 governs utilizing loads as such 1+0.14Sds= 1.1042 Moment=Mx= 0.7*rho*Mcol 0.85+0.14"'Sds= 0.9542 B= 0.7000 rllo= 1.0000 Axial Analysis Axial Load=Pax= 1,10416*112 lb+ 0.95416*0.7*4500 lb = 3,129 lb = 0.7 * 13285 in-lb = 9,300 in-lb KxLx/rx = 1. 7*56"/1.277" = 74.5 Fe= n"2E/(KL/r)max"2 = 52.4ksl Pn= Aeff*Fn = 22,919 lb P/Pa= 0.26 Bending Analysis > 0.15 KyLy/ry = 1*44"/0.971" = 45.3 Fy/2= 27.5 ksl Qc= 1.92 Check: Pax/Pa + (Cmx*Mx)/(Max*µx) s 1.0 P/Pao + Mx/Max s 1.0 Pno= Ae*Fy Pao= Pno/Qc = 0.565 in"2 *55000 psi = 31,075 lb = 310751b/l.92 = 16,185 lb Fe> Fy/2 Fn= Fy(l-Fy/4Fe) = 55 ksi*[l-55 ksi/(4*52.4 ksi)] = 40.6 ksi Pa= Pn/Qc = 22919 lb/1.92 = 11,937 lb Myield=My= Sx*Fy = 0.617 ln"3 * 55000 psi = 33,935 in-lb Max= My/Qf Per= n"2EI/(KL)max"2 = 33935 in-lb/1.67 = 20,320 In-lb µx= {1/(1-(Qc*P/Pcr)]}"-1 = {l/(1-(1.92*3129 lb/29652 lb)]}"-1 = 0.80 Combined Stresses = n"2*29500 ksi/(1.7*56 in)"2 = 29,652 lb (3129 lb/11937 lb) + (0.85*9300 ln-lb)/(20320 ln-lb*0.8) = (3129 lb/16185 lb) + (9300 in-lb/20320 in-lb) = 0.75 0.65 < 1.0, OK < 1.0, OK (EQ C5-1) (EQ C5-2) ** For comparison, total column stress computed for load case 5 is: 69.0% nq loads 3674.32744 lb Axial and M= 6974 in-lb type ;, select -Zest.xl5 Pa,:;ie •, of \ :i, 7/1 51?0?? Structural ngineering & Design Inc. By: Bob S Project: Zest Dental Solutions Contlguration: TYPE A SELECTIVE RACK i DETERMINE ALLOWABLE MOMENT CAPACin' 8tCheck compression flange for local buckling rn2.1) W= C -2*t -2*r = 1.625 In -2*0.059 in -2*0.059 in = 1.389 In w/t= 23.54 l=lambda= (1.052/(k)"0.5] * (w/t) * (Fy/E)"0.5 = [1.052/(4)"0.5] * 23.54 * (55/29500)"0.5 = 0.535 < 0.673, Flange Is fully effective B) check web for local buckling per section b2.3 fl (comp)= Fy*(y3/y2)= 50.23 ksl f2(tenslon)= Fy*(y1/y2)= 101.99 ksi Y= f2/f1 = -2.03 k= 4 + 2*(1-Y)"3 + 2*(1-Y) = 65.70 flat depth=w= yl +y3 Eq. B2.3-5 Eq. B2.3-4 Eq. B2.1-4 Eq. B2.1-1 = 3.764 in w/t= 63.79661017 OK !=lambda= (1.052/(k)"0.5] * (w/t) * (fl/E)"0.5 = (1.052/(65,7)/\0,5] * 3.764 * (50.23/29500)/\0,5 = 0.342 < 0.673 be=w= 3. 764 In bl= be(3-Y) = 0.748 b2= be/2 = 1.88 in bl+b2= 2.628 in > 1.242 In, Web is fully effective Determine effect of cold working on steel yield point (Fya} per section A7.2 Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1) Lcorner=Lc= (p/2) * (r + t/2) 0.139 In Lflange-top=Lf= 1.389 in m= 0.192*(Fu/Fy) -0.068 = 0.1590 C= 2*Lc/(Lf+2*Lc) = 0.167 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)Am (EQ A7.2-2) = 78.485 ksi Thus, Fya-top= 58. 92 ksl (tension stress at top) i-:,. Fya-bottom= Fya*Ycg/(depth -Ycg) "f• = 114.37 ksl (tension stress at bottom) faheck allowable tension stress for bottom flange I~ .. : Lflange-bot::Lfb= Lbottom -2*r*-2*t · ~· = 2.264 in \ Cbottom=Cb= 2*Lc/(Lfb+2*Lc) p.'. = 0.109 Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf = 57.57 ksl Fya= (Fya-top)*(Fyb/Fya-bottom) = 29.66 ksl Eq B2.3-2 (EQ A7.2-3) if F= 0.95 Then F*Mn=F*Fya*Sx= I 18.85 ln-k Project #: 22-0706-6 2.50 In V,31n 4 T 4.000 In 1.625 In _j_ 1 t~I 0,059 In Beam= UMH 58406 4"x2 5"x16aa m Ycg y1 J_ Ix= 1.425 in/\4 Sx= 0.669 in/\3 Ycg= 2.640 In t= 0.059 in Bend Radlus=r= 0.059 in Fy=Fyv= 55.00 ksi Fu=FUV= 65.00 ksl E= 29500 ksl top flange=b= 1.625 in bottom flange= 2.500 In Web depth= ~"7,;n _ yl = Ycg-t-r= 2.522 in y2= depth-Ycg= 1.360 in y3= y2+r= 1.242 In ·fstrudural Engineering & Design Inc. ==============1~8=1===5=W===rig~h:!:t=A:!:!:v:=:e==L~a~Y=e:!!:!r=n===e=. C~A::!::::!9=1=75!!!::0!!::!::Te:!:!I=; 9!!:!0!!::!9=5!!::!9!!::!6==1:!::!3!!::!5=1=f::::!!a!!::!x=· 9:!'::0!!::!9=.5!!::!9!!::!6==,7=1~8:!!6=========== By: Bob S Project: Zest Dental Solutions BEAM Contlguratlon: TYPE A SELECT IVE RACK RMI Section 5.2, PT II Section Beam= UMH S8406 4"x2.5"x16ga Ix=Ib= 1.425 in"4 Sx= 0.669 in"3 t= 0.059 In Fy=Fyv= 55 ksi Fu=Fuv= 65 ksi Fya= 58.9 ksl E= 29500 ksl F= 150.0 L= 96 in Beam Level= 1 P=Product Load= 3,000 lb/pair D=Dead Load= 75 lb/pair ' • Check Bending Stress Allowable Loads Mcenter=F*Mn= W*L*W*Rm/8 W=LRFD Load Factor= 1.2*0 + 1.4*P+1.4*(0.125)*P FOR DL=2% of PL, W= 1.599 Rm= 1 · [(2*F*L)/(6*E*Ib + 3*F*L)] RMI 2.2, Item 8 1 • (2*150*96 ln)/[(6*29500 ksi*l.425 in"3)+(3*150*96 in)] = 0,903 if F= 0.95 Then F*Mn=F*Fya*Sx= 37.44 in-k Thus, allowable load per beam pair=W= F*Mn*8*( # of beams)/(L *Rm*W) = 37.44 ln·k * 8 * 2/(96in * 0.903 * 1.599) = 4,322 lb/pair allowable load based on bending stress Mend= W*L *(1 ·Rm)/8 = (4322 lb/2) * 96 In* (1-0.903)/8 = 2,515 in-lb @ 4322 lb max allowable load = 1,746 in-lb @ 3000 lb imposed product load ·, ;• Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= 1 · (4*F*L)/(S*F*L + 10*E*Ib) = 1 -(4*150*96 in)/[(5*150*96 in)+(10*29500 ksl*l.425 ln"4)] = 0.883 in if Dmax= L/180 Based on L/180 Deflection Criteria and Dss= 5*W*L "3/(384*E*Ib) L/180= S*W*L "3*Rd/(384*E*Ib*# of beams) solving for W yields, W= 384*E*I*2/( 180*5*L" 2*Rd) = 384*1.425 in"4*2/[180*5*(96 in)" 2*0.883) = 4,408 lb/pair allowable load based on deflection /Im/ts Project#: 22-0706-6 2,50 In 03111 + T 4,000 In 1,625 in ,_J_ 1 0.0591n \:::z:==:,J- 1111111111111111111111111111111111111111111111 t=::W-~~=========';ti)::: ~, _______________ _ ; : : : : : Beam Length - "' .. Allowable Deflection= L/180 = 0.533 In Deflection at imposed Load= 0.370 in ., r., Thus, based on the least capacity of item 1 and 2 above: Allowable load= 4,322 lb/pair Imposed Product Load= 3,000 lb/pair Beam Stress= • 9 Beam at Level 1 Structural Engineering & Design Inc. 1815 Weight Ave I a Verne CA 91750 Tel· 909 596 1351 Eax· 909 596 7186 By: Bob S Project: Zest Dental Solutions Project#: 22-0706-6 3 Pin Beam to Column Connection TYPE A SELECTIVE RACK I he beam end moments shown herein show the result of the maximum induced fixed end monents form seIsmIc + static loads and the code mandated minimum value ot l.5%(DL+PL) Mconn max= (Mseismlc + Mend-fixity)"'0.70"'Rho = 9,145 in-lb Load at level 1 Connector Type= 3 Pin sI1ear Capacity of Pin Pin Diam= U.35 in Ashear= (0.35 in)"2 * Pi/4 = 0.0962 in"2 Pshear= 0.4 * Fy * Ashear = 0.4 * 55000 psi* 0.0962In"2 = 2,116 lb Bearing Capacity of Pin tcol= 0.079 in Omega= 2.22 Fy= 55,U0U psi Fu= 65,000 psi a= 2.22 Pbearlng= alpha "' Fu "' diam "' teal/Omega = l.22 "' 65000 psi "' 0.35 In * U.079 in/2.22 = 1,797 lb < 2116 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in C= Pl+P2+P3 tclip= 0.14 in = Pl +Pl *(2.5"/4.S")+P1 *(0.5"/4.5") = 1.667 * Pl Mcap= Sclip * Fbending = 0.127 ln"3 * 0.66 * Fy = 4,610 In-lb Pcllp= Mcap/(1.667 * d) C*d= Mcap = 1.667 = 4610.1 in-lb/(1.667 * 0.5 in) = 5,531 lb Thus, Pl= 1,797 lb Mconn-allow= [Pl *4.5"+P1 *(2.5"/4.5")*2.S"+Pl *(0.5"/4.5")*0.5"] = 1797 LB*[ 4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"] = 10,682 In-lb > Mconn max, OK t.yf'f.! a select-Zest.xis Pa<'!e O\ of \ ':> Fy= 55,000 psi Scllp= 0.127 ln"3 d= E/2 = 0.50 In rho= 1.0000 7/ 1 5/?.0?::> ' I; ,,, lfr •··,• . .. I . ' . Str~ctural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob S Project: Zest Dental Solutions Project#: 22-0706-6 Transverse Brace Configuration: TYPE A SELECTIVE RACK Section Properties Diagonal Member= UMH C 1.38x0.94x0.39x16ga Area= 0.214 in/\2 r min= 0.356 in Fy= 55,000 psi K= 1.0 Qc= 1.92 Frame Dimensions Diagonal Member Bottom Panel Height =H= _44.0 In Frame Depth=D= 48.0 in Column Wldth=B= 3.0 in Vtransverse= 1,163 lb Vb=Vtransv*0.7*rho= 1163 lb * 0.7 * 1 = 8141b Ldiag= [(D-8*2)/\2 + (H-6")/\2)/\1/2 = 56.6 In Pmax= V*{Ldiag/D) * 0.75 = 7201b Horizontal Member= UMH C 1.38x0.94x0.39x16ga Area= 0.214 ln/\2 r min= 0.356 In Fy= 55,000 psi K= 1.0 Clear Depth=D-8*2= 42.0 in X Brace= NO rho= 1.00 (kl/r)= (k * Ldiag)/r min = (1 x 56.6 in /0.356 in ) = 159.0 in Fe= pi/\ 2*E/(kl/r)/\ 2 = 11,517 psi r-1,380 1 n~~ -I~ ~0.390 axial load on dia onal brace member Since Fe<Fy/2, Pn= AREA*Fn = 0.214 ln/\2 * 11517 psi = 2,465 lb Pallow= Pn/Q = 2465 lb /1.92 = 1,284 lb Pn/Pallow= 0,56 Horizontal brace Vb=Vtransv*0.7*rho= 814 lb (kl/r)= (k * Lhoriz)/r min = (1 x 48 In) /0.356 in = 134.8 in Since Fe<Fy/2, Fn=Fe = 16,023 psi Pn/Pallow= 0.46 <= 1.0 OK <= 1.0 OK Fe= pi/\ 2*E/(kl/r)/\ 2 = 16,023 psi Fn= Fe = 11,517 psi B tr Fy/2= 27,500 psi ~ ConflQuratlo11 Pn= AREA*Fn Pallow= Pn/Qc = Q.214in/\2*16023 psi = 3,429 lb = 3429 lb /1.92 = 1,786 lb T 1 tyre ;, 5elect-Zest.xls PaC!e t ~ of I 7.:, 7/1 ",/?()?? L ~' !=, I ' . ' Str~ctural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel· 909,596, 1351 Fax: 909.596,7186 By: Bob S Project: Zest Dental Solutions Single Row Frame Overturning Configuration: TYPE A SELECTIVE RACK L.oads Critical Load case(s): 1) RMI Sec 2.2, Item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp · E*rho Vtrans=V=E=Qe= 1,163 lb DEAD LOAD PER UPRIGHT=D= 225 lb PRODUCr LOAD PER UPRIGHT=P= 9,000 lb Papp=P*0.67= 6,030 lb Wst LC1=Wstl=(0.7512*D + 0.7512*Papp*l)c 4,698 lb Product Load Top Level, Ptop= 3,000 lb DL/Lvl= 75 lb Seismic Ovt based on E, I:(Fl*hl)= 126,349 in-lb heiaht/deoth ratio= 3.6 in Al Fullv Loaded Rack Load case 1: Movt= I:(Fi*hi)*E*rho = 126,349 In-lb Sds= 0.7440 (0.9·0.2Sds)= 0.7512 (0.9·0.2Sds)= 0.7512 B= 1.0000 rho= 1.0000 Frame Depth=Df= 48.0 in Htop-lvl=H= 174.0 in # Levels= 3 # Anchors/Base= 2 hp= 48.0 In h=H+ho/2= 198.0 in Mst= Wstl * Df/2 = 4698 lb * 48 in/2 = 112,752 in-lb Project#: 22-0706-6 SJDF. FI.FVATION T= (Movt-Mst)/Df = (126349 In-lb • 112752 in-lb)/48 in = 283 lb Net Upllfl: per Column I Net Seismic Uplift= 283 lb Bl Too 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 = 0.186 * 3000 lb = 114,125 In-lb = 558 lb T= (Movt-Mst)/Df Vleff= 558 lb Critical Level= 3 = (114125 In-lb· 58143 ln·lb)/48 In V2=V01.. = Cs*Ip*D Cs*lp= 0.1860 = 1,166 lb Net Uplift per Column = 42 lb Mst= (0.7512"'D + 0.7512*Ptop*l) * 48 in/2 = 58,143 in-lb I Net Seismic Uplift= 1,166 lb Anchor Check (2) 0.5" x 2" Embed Hilti TZ2 anchor(s) per base plate. Special inspection is required per ESR 4266. Fully Loaded: Top Level Loaded: Pullout Capacity=Tcap= 970 lb L.A. City Jurisdiction? NO Shear Capaclty=Vcap= 1,250 lb Phi= 1 (141 lb/970 lb)"l + (290 lb/1250 lb)"l = (583 lb/970 lb)"l + (139 lb/1250 lb)"l = type a select-Zest.xl5 Pa<,\e I\ of \ '7 0.38 0.71 Tcap*Phl= 970 lb Vcap*Phi= 1,250 lb <= 1.2 OK <= 1.2 OK 7/15/2022 Ill . 1-, ·_,::_·· Structural _ Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel· 909.596.1351 fax; 909 596.7186 .. By: Bob S Project: Zest Dental Solutions Project#: 22-0706-6 Base Plate Configuration: TYPE A SELECTIVE RACK Section Baseplate= 8x5x0.375 Eff Width=W = 8.00 in Mb Eff Depth=D = 5.00 in Column Width=b = 3.00 in Column Depth=dc = 3.00 In a= 3.00 in Anchor c.c. =2*a=d = 6.00 in N=# Anchor/Base= 2 Fy = 36,000 psi I b 1-L L = 2.50 in ----w Plate Thickness=t = 0.375 in Downalsle Elevation Down Aisle Loads Load Case 5: : (1 +0.105*Sds)D + 0.75*f(1.4+0.14Sds)*B*P + 0.75*!0.7*rho*El<= 1.0, ASD Method COLUMN DL= 113 lb Axial=P= 1.07812 * 112.5 lb+ 0.75 * {1.50416 * 0.7 * 4500 lb) COLUMN PL= 4,500 lb = 3,675 lb Base Moment= 8,000 in-lb 1 +0.105*Sds= · 1.0781 l.4+0.14Sds= 1.5042 Mb= Base Moment*0.75*0.7*rho = 8000 in-lb * 0.75*0.7*rho = 4,200 in-lb B= 0.7000 Axial Load P = 31675 lb Mbase=Mb = 4,200 in-lb AXlal stress=fa = P/A = P/(D*W) = 92 psi Moment Stress=fb = M/S = 6*Mb/[(D*B"2] = 78.8 psi Moment Stress=fbl = fb-fb2 = 29.5 psi M3 = (1/2)*fb2*L *(2/3)*L = (1/3)*fb2*L" 2 = 103 in-lb 5-plate = (l )(t" 2)/6 = 0.023 in"3/in fb/Fb = Mtotal/[(S-plate)(Fb)) = 0.76 OK Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] = -1,649 lb No Tension Ml= wL "2/2= fa*L "2/2 = 287 in-lb Moment Stress=fb2 = 2 * fb * L/W = 49.2 psi M2= fbl *L" 2)/2 = 92 In-lb Mtotal = M1+M2+M3 = 482 in-lb/In Fb = 0.75*Fy = 27,000 psi F"p= 0.7*F"c = 1,750 psi Tallow= 970 lb OK 01( Cross Aisle Loads r,~1c..iloildc.seRM1s«1.1, 1to1114:(l+o.JJSds)Oi. +f1+0.usos;PL•o.7s+EL'<l.7s <• ,.o, Aso-;1c11>od Check uplift load on Baseplate Efft Effe Pstatic= 3,675 lb Movt*0.75*0.7*rho= 66,333 In-lb Frame Depth= 48.0 In P=Pstatic+Pseismic= 5,057 lb Pselsmlc= Movt;Frame Depth = 1,382 lb Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. hen the base plate configuration consists or two anchor bolts localed on either side f the column and a net uplift force exists, the minimum base plate thickness II 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 he centerline of l"he anchor to the nearest edge of the rack column" b =Column Depth= 3.00 in L =Base Plate Depth-Col Depth= 2.50 in fa = P/A = P/(D*W) = 126 psi Sbase/ln = ( 1 )(t" 2)/6 = 0.023 in"3/in fb/Fb = M/((5-plate)(Fb)] = 0.62 OK type J select-Zest.xis M= wl "2/2= fa*L "2/2 = 395 in-lb/In Fbase = 0.75*Fy = 27,000 psi Page \.J... of \ !l fmll2n Uplift per Column= 1,166 lb Qty Anchor per BP= 2 Net Tension per anchor=Ta= 583 lb c= 2.50 in Mu=Moment on Baseplate due to uplift= Ta*c/2 fb Fb *0.75= 0.173 = 729 in-lb Splate= 0.117 ln"3 OK 7/15/2022 ~ ~,··.I ;.. ~ 1, S 'tructural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob S Project: Zest Dental Solutions Project#: 22-0706-6 Slab on Grade Configuration: TYPE A SELECTIVE RACK y L SLAB ELEVATION a Baseplate Plan View Concrete f'c= 2,500 psi tslab=t= 5.0 in teff= 5.0 In phi=0= 0.6 ~ fsoll= 750 psf Movt= 126,349 In-lb Frame depth= 48.0 in Base Plate Effec. B.1seplate wldth=B= 8.00 in ErFec. Oaseplate Oepth=D= 5.00 In width=a= 3.00 in depth=b= 3.00 in Sds= 0.744 0.2*Sds= 0.149 )..:Q.600 f3=B/D= 1.600 F"cAQ.S= 50.00 psi Column Loads DEAD LOAD=D= 113 lb per column unfactored ASD load PRODUcr LOAD=P= 4,500 lb per column unfactored ASD load Papp= 3,015 lb per column P-seismic=E= (Movt/Frame depth) = 2,632 lb per column 1111factored Limit State load B= 0.7000 rho= 1.0000 Sds= 0.7440 1.2 + 0.2*Sds= 1.3488 0. 9 -0.20Sds= 0.7512 Puncture Apunct= [(c+t)+(e+t)]*2*t = 195.0 in/\2 Fpunctl= [(4/3 + 8/(3*P)l * "-*(F'cAQ.5) = 90. psi Fpunct2= 2.66 * 1'. * (F"c"0.5) = 79.8 psi Fpunct eff= 79.8 psi Slab Bending Pse=DL+PL+E= 7,268 lb Asoil= (Pse*144)/(fsoil) = 1,395 in" 2 x= (L-y)/2 = 11.3 in Fb= 5*(phi)*(f'c)A0.5 = 150. psi type a select-Zest.xis midway dist face of column to edge of plate=c= 5.50 In midway dist face of column to edge of plate=e= 4.00 in Load case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN s = 1.3488 * 113 lb + 1.3488 * 0. 7 * 4500 lb + 1 * 2632 lb = 7,033 lb Load case 2) (0.9-0.2Sds)D + (0,9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7 = 0.7512 * 113 lb + 0.7512 * 0.7 * 3015 lb + 1 * 2632 lb = 4,302 lb Load Case 3) 1.2*0 + 1.4*P = 1.2*113 lb + 1.4*4500 lb = 6,435 lb Load Case 4) 1.2*D + 1.0*P + LOE = 7,268 lb Effective Column Load=Pu= 7,268 lb per column L= (Asoil)"0.5 = 37.35 In M= w*x/\2/2 = (fsoil*x/\ 2)/(144*2) = 334.3 in-lb Page f 7 of I 7 fv/Fv= Pu/(Apunct*Fpunct) 0.467 < 1 OK y= (c*e)A0.5 + 2*t = 14.7 in S·slab= 1 *teff" 2/6 = 4.17 in/\3 fb/Fb= M/(S-slab*Fb) = 0.535 < 1, OK RMI SEC 2.2 EQTN 1,2 ACI 318·14 Sec 5.3,1 Eqtn 5.3.le 7/15/2022 ProActive Fire Design & Consulting Zest Dental Solutions 2875 Loker Avenue East Carlsbad, CA 92010 41965 3RD Street Suite A, Temecula, CA 92590 Phone: (951) 296-FIRE / Fax: (951) 296-3473 &nail: . fi . C-16#952372 >-1-- HIGH PILED COMBUSTIBLE STORAGE TECHNICAL REPORT 0 June 6, 2022 Report Prepared By: V~ Wcut"Or½ Cf PE, CW'BSP NICET CERT#70305 CBC2022-0278 2875 LOKER A VE E ZEST DETAL: NEW PALLET RACKING (107 LF) MAX HEIGHT (16') 2090831000 8/9/2022 CBC2022-0278 TABLE OF CONTENTS 1. INTRODUCTION .............................................................................................................. 3 2. SlJMMARY TABLE............................................................................................................ 4 3. BUILDING CONSTRUCTION, DESIGN, AND OCCUPANCIES ................................. 5 3.1 BUILDING CONSTRUCTION . . .. .. . . . . . . . .. .. .. .... .. .. .. .. .. .. .. .. .. .. .. .. . .. .. .. ...... .. .. .. .. .. .. .. .. .. ... .. . .. . 5 3.2 OCCUPANCCES ................................ .......................... ......................... ....................... 5 3.3 COMMODITCES.................................................................................................................... 5 3.4 RACK STORAGE................................................................................................................. 5 4. HIGH-PILED STORAGE REQUIREMENTS .................................................................. 6 4.1 AUTO MA TIC FIRE SPRINKLER SYSTEM .... ............ ....... ........ ............... ............ 6 4.2 FIRE DETECTION....................................................................................................... 6 4.3 FIRE DEPARTMENT ACCESS/ DOORS........................................................................ 6 4.4 SMOKE AND HEATREMOVAL.................................. ... ... ....................................... 6 4.5 FIRE EXTINGUlSHERS .............................................. ........ ...................................................... 6 5. CONCLUSION .................................................................................................................. 7 Zest Dental Solutions I ProActive Fire Design & Consulting I 2875 Loker Ave East Carlsbad, CA 92010 Page 12 .. INTRODUCTION The following is a high piled combustible storage code compliance report for Zest Dental. This report does not include the office area or any hazardous materials. This report is to update the existing High Pile Storage permit as Zest Dental is adding additional racking to the existing facility. There are no changes in commodities, method of storage, or storage heights. This report is intended to help both the owners and the fire department in expediting plan review and effectively determining the requirements necessary to meet the Fire Code. This report is based on the 2019 Edition of the California Fire Code and Building Code, and the 2016 Edition ofNFPA 13, Standard for the Installation of Fire Sprinkler Systems. DISCLAIMER This report is the property of ProActive Fire Design and Consulting and was prepared exclusively for use by Zest Dental for the storage and occupancy conditions described in this report. Zest Dental conditions and operations addressed herein are based on information provided to the report by Zest Dental. Discrepancies between the information presented herein and actual conditions and conditions presented on plans are the sole responsibility of Zest Dental. Copies of this report retained by Zest Dental shall be utilized only by Zest Dental for the storage and occupancy conditions and the 2019 California Fire Code conditions and requirements addressed in this report. This report shall not be used for the purpose of construction for this project or any other project or for any other purpose. Zest Dental Solutions I ProActive Fire Design & Consulting! 2875 Loker Ave East Carlsbad, CA 92010 P age 13 2. SUMMARY TABLE TOPIC CODE SECTION CRITERWREOUIREMENTS Construction Type Existing Building -Concrete Walls Wood purlins wood deck Combustible Obstructed Construction Maximum Roof Heieht 24'-0" Square Footage Total High Pile Storage: New Storage Approx. 1,502 sq. ft. Total Approx. 6,981 sq. ft Non-Public Accessi_ble Occupancy CBC Section 302, Mixed Use Groups B [Offices], S-1 [Storage] No fire 304,311 barrier required between occupancies in a sprinkled building. HazJMaterials NIA Not Applicable. Not part of the scope ofthis report. No hazardous materials stored. Storage Commodity CFC 3203 & NFPA Commodities: Table A5.6.3 Dental Pens, Dental Syringes Cartoned and Exposed Group A Commodity: High Hazard 2,501 -300,000 sq. ft. Max Storaee Heieht is 20' -0" Automatic Sprinkler CFC Table 3206.2 Required for Commodity High Hazard 2,501 - Protection 300.000 SQ. ft Fire Detection CFC Table 3206.2 Not Required for Hi!!h Hazard 2 501 -300,000 sq. ft Fire Department Access CFC Table 3206.2 Required for High Hazard 2,501 -300,000 sq. ft Smoke and Heat Removal CFC Table 3206.2 Reauired for High Hazard 2.501 -300,000 sq. ft Fire Extinguishers CFC 3206.11 Storage Areas shall be provided with 1 4-A:20-B:C CFC Section 906 extinguisher per every 4,000 sq. ft with a maximum travel distance of< 50 ft. Zest Dental Solutions I ProActive Fire Design & Consulting! 2875 Loker Ave East Carlsbad, CA 92010 Page 14 ' . 3. BUILDING CONSTRUCTION AND OCCUPANCY 3.1 BUILDING CONSTRUCTION Zest Dental occupies a single tenant warehouse with offices, and manufacturing. The existing warehouse roof has wood purlins framed onto glu-lam beams. Obstructed Combustible Construction. The additional racking is approximately 1,502 square feet for a total high pile storage area of approximately 6,981 sq. ft. The high point of the roof is 24' -0". 3.2 OCCUPANCIES Zest Dental manufactures and provides overdenture implant attachments. The products are assembled and brought to the warehouse for distribution. 3.3 COMMODITIES The commodities are medical devices for the dental industry. The products are plastic pens and syringes. They are stored in Exposed Tupperware containers, and cardboard cartons. The products are Classified as an Exposed Group A. 3.4 RACK STORAGE ARRANGMENT: Commodities: High Hazard 2,501 -300,000 sq. ft Method: Double Row Racks as defined by NFPA 3.9.3.7.1 Aisles: Shelves: 0 Flue Spaces: Storage Height: Deflector Distance: Zest Dental Solutions 2875 Loker Ave East Carlsbad, CA 92010 Single Row Racks as defined by NFPA 3.9.3.7.7 A minimum of 8' -0" aisles to be provided Open Wire Shelves with Wood Pallets Open Top Containers are NOT ALLOWED Commodity Loads on pallets shall not exceed 20 square feet or will be considered to be a Solid Shelf CFC Table 3208.3 Storage ~ 25' Single Row Racks require a 3" transverse and no longitudinal flue spaces. Double Row Racks Option #2 require a 3" transverse and a 6" longitudinal flue space. The maximum storage height is 20'-0". A minimum of 18" clearance will be maintained between the top of storage and sprinkler deflectors. I ProActive Fire Design & Consulting I P age 15 ' . 4. HIGH PILED STORAGE REQUIRMENTS 4.1 AUTO MA TIC FIRE SPRINKLER SYSTEM The existing storage area is protected by a wet pipe system gridded system with K 8.0 high temperature sprinklers spaced at approximately 96 sq. ft. The hydraulic data card indicates that the system is designed for a .33 I 3000. The existing racking is equipped with two levels of in rack sprinklers suppli~d by an adjacent 3" rack riser. The new storage area will be located where an existing employee lounge is being renovated. The roof system in this area will need to be verified by the fire sprinkler contractor. CMDA Single and Double Row Racks Ceiling Sprinkler Design Per NFPA 13: Protection Criteria: Section 17 .2.1.4 (10) Maximum Storage to 20' -0" Maximum Roof 30' Design Criteria: Figure 17 .2.1.4(J) .30 / 2000 with Minimum K-8.0 high temperature sprinklers at a maximum of 100 sq. ft spacing at the roof level and Two Levels of closely spaced in rack sprinklers located as required at each transverse flue space. In rack sprinklers shall be calculated for 14 sprinklers 7 on each of two top levels discharging at 15 psi balanced with the overhead roof system. Hose Allowance: 500 gpm combined inside and outside per Table 12.8.6.1 There is no column protection required when installing in rack sprinklers per 17.4.1.1 (1) The existing system design over the existing breakroom ceiling will need to be verified and in rack sprinklers added as required. 4.2 FIRE DETECTION Per CFC Table 3206 Fire Detection is Not Required for High Hazard 2,501 -300,000 sq. ft. Per CFC 903.4 all valves and risers have monitoring and are connected to an approved supervising station with an exterior audible device. 4.3 FIRE DEPARTMENT ACCESS/ DOORS Per Table 3206.2, Fire Department Access Doors are Required for High Hazard 2,501 -300,000 sq. ft. The building is provided with fire department access facing all fire apparatus access roads that will remain as is. 4.4 SMOKE AND HEAT REMOVAL Per Table 3206.2, Smoke and Heat Vent Removal is Required for High Hazard 2,501 -300,000 sq. ft. The existing warehouse has two smoke and heat vents. Based on a total new storage area 6,981 sq. ft x a 24' -6" roof the storage area has a volume of 171 ,034 cu. ft/ 9,000 the required area of venting is 19 sq. ft. or 1 standard 4' x 8' smoke vents. The building currently has at least 2 smoke and heat vents that will remain as is. 4.5 FIRE EXTINGUISHERS Per CFC Table 906.3(1) fire extinguishers shall be provided based on Ordinary (Moderate) Hazard Occupancy Minimum Rating: 2A Maximum Floor Area Per A: 1,500 square feet Maximum Floor area for extinguisher: 11 ,250 Maximum distance of travel to extinguisher: 75 feet Zest Dental Solutions I ProActive Fire Design & Consulting! 2875 loker Ave East Carlsbad, CA 92010 P age 16 ... 5. CONCLUSION Based on the commodities, method of storage and proposed storage height we recommend that a licensed C-16 fire sprinkler contractor obtain a water flow test current within one year and verify the existing roof system in the expanded storage area will meet the .30 I 2000 requirement and add in rack sprinklers for the new racking as required. The existing in rack riser ha~ monitoring and no additional fire alarm or smoke venting work will be required. All other building features meet CFC Chapter 32 and NFPA 13 without any modifications or changes. Please feel free to call with any questions. Thank You Zest Dental Solutions .m. ProActive Fire Design & Consulting.m. 2875 Loker Ave East Carlsbad, CA 92010 Page 17 Hazardous Materials Questionnaire Record ID#: DEH2017-HUPFP-003851 Plan Check#: DEH2022-HHMBP-012128 County of San Diego, Department of Environmental Health and Quality PO Box 129261, San Diego, CA 92112-9261 (858) 505-6700 (800) 253-9933 www.sdcdehq.org Business Name Business Contact Samim Mehrafar Telephone# Plan File# Zest Dental Solutions (818) 940-7150 Project Address City CARLSBAD State CA Zip Code 92010-6626 APN# 2875 LOKER AVE 209-083-1 0-00 Applicant Anita Thornton Applicant E-Mail Applicant Telephone # anitathomton@warehousesolutions.com (619) 940-7150 The following questions represent the facility's actlvlt es, NO the speci c project description. PART 1· EIRE DEPARTMENT· HAZARDOUS METERIALS DIVISION· OCCUPANCY CLASSIFICATION: (Not required for projects within the City of San Diego.) Indicate by selecting the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are selected, Applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: B,S-1,F-1 Facility's Square Footage (including proposed project): 41143 □ Explosive or Blasting Agents liil Organic Peroxides □ Water Reactives liil Corrosives liil liil □ Compressed Gases Flammable/Combustible liquids Flammable Solids liil □ □ Oxidizers Pyrophorics Unstable Reactives □ Cryogenics □ Other Health Hazards □ □ Highly Toxic or Toxic Materials Radioactives □ None of These 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, in person at 5500 Overland Ave., Suite 110, San Diego, CA 92123, or by phone at (858) 505-6700 prior to Issuance of a building permit. FEES ARE REQUIRED. Project Completion Date: 11/30/2022 YES NO 1. □ liil 2, □ liil 3. liil □ 4. □ □ 5. □ liil 6, □ liil 7. □ liil 8, □ liil 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 equal to or greater than 55 gallons, 500 pounds, or 200 cubic feet? WIii your business handle carcinogens or reproductive toxins In any quantity? WIii 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)? WIii your business store petroleum in tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). □ □ D CalARP Exempt CalARP Required CalARP Complete Review Date: PART 111· SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): If the answer to Question #1 is 'Yes' and the answer to Question #2 is 'No', the applicant must contact the APCD prior to the issuance of a building or demolition permit. If any answer to Questions #3, #4, or #5 is 'Yes', the applicant must contact the APCD prior to the issuance of a building or demolition permit. If the answer to Question #3 or #4 is 'Yes', the applicant may need to submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation (some residential projects may be exempt from the notification requirements). Contact the APCD at 10124 Old Grove Road, San Diego, CA 92131 or telephone (858) 586-2600 for more information. YES NO 1. □ liil 2, □ □ 3. D □ WIii any existing building materials be disturbed as part of this project? (If the answer is 'Yes', an asbestos survey may be required.) Has a survey been performed to determine the presence of asbestos containing materials? WIii the project Involve handling or disturbance of any asbestos containing materials? 4. □ liil 5. □ liil Will the project involve the removal of any load supporting structural member? Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://Www.sdapcd.org/info/facts/permits.pdf (ANSWER ONLY IF QUESTION 5 IS 'YES') Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? Search the California School Directory at http://www.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district. 6. D □ Briefly describe business activities: Briefly describe proposed project: Design, development, manufacturing and distribution of dental solutions Install new storage racking I declare under penalty of perjury that to the best of my knowledge and belief, the responses made herein are true and correct. liil; Fees Acknowledged: liil Anita Thornton Name of Owner or Authorized Agent FOR OFFICIAL USE ONLY FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: BY: ___________________________ _ EXEMPT OR NO FURTHER INFORMATION REQUIRED COUNTY-HMO* APCD ~"-101 ~o c,Ov y~Q REVIEWED O M. Martinez SIO•l~TURE 8/18/2022 RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY COUNTY-HMO APCD Date DATE: __________ _ RELEASED FOR OCCUPANCY COUNTY-HMO APCD *A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. DEHQ..HMD_HMBP _Questionnaire v 2.0 (8/2021) Printed on: 8118/2022@ 3:57 PM